

Class TH455 _ 

Book_, A*~^5_ 

Copyright N°_ |0 v2-.A 

CDF2KIGHT DEJPOSrn 












































* N 
































































. 



























! • 




















Appraisers’ and Adjusters’ 
Handbook 








Appraisers’ and Adjusters’ 
Handbook 

A Handbook for Engineers, Architects, 
Appraisers, Adjusters, Accountants, Lawyers, 
Realtors, Assessors, Builders, Building and 
Loan Associations, Insurance Companies, 
Investment Companies, Trust Companies, 
Banks, Manufacturing Establishments, 
Public Utilities, Technical Colleges, etc. 

BY 

WILLIAM ARTHUR 

•i 

Author of 

“Estimating Building Costs,” “Home Builder s Guide ” 
“Building Estimators' Handbook” 


First Edition 


U. P. c. BOOK COMPANY, Inc. 

239 West 39th Street :: New York 
1924 




\ H4*35 
• Alb 
Vtffc 


Copyright, 1924, by the 
U. P. C. BOOK COMPANY, Inc. 


f- 3 < /^v' 

FEB -6 24 




©Cl A7 77001 




PREFACE 



A book that is too large is hard to handle, especially when it is 
in constant use; and sometimes the purchasers pay for what they do 
not require. There is a clear distinction between the requirements 
of those engaged in regular building work, whether as architects, 
engineers, contractors, or estimators, and others making valuations 
only. It was for these reasons that when The New Building Esti¬ 
mators’ Handbook was revised and enlarged to 1000 pages, the 
publishers concluded to issue two books of suitable size instead of 
one that would have been larger than convenient, and thus to put 
the valuation data by itself. 

In almost all valuation work the original cost of buildings should 
be found if possible, which means that figures must be available 
for any year selected, within a reasonable period, so that they may 
be changed from the year of erection to suit the year of appraisal. 
A building contractor does not require such data for building new 
work. 

The United States Bureau of Labor issues Index Numbers of 
wholesale prices month by month, and they run back to 1860. 
The revised numbers run from 1923 to 1890. To get clear of war 
confusion 1913 is taken as base of 100, and all years arranged up or 
down from that. In 1922 the figures from the 1910 census were 
dropped and the 1920 ones used. As the base year will be main¬ 
tained in the future, changing or stationary costs can be marked 
down in this book, and comparative figures always kept up to date. 

All through this Appraiser the year of construction is given, and 
from this date and the Index Numbers a fair value for any other 
year may be arrived at. 

In the end of 1922 the Harvard Committee on Economic Research 
reported that there is no likelihood of a fall in prices for a decade. 
How can lumber come down with an increasing population and a 
decreasing forest area? The present rate of consumption is more 
than four times the annual growth of the forests. From 1916-20 
inclusive, 160,319 fires burned over 56,500,000 acres. This is 
88,300 square miles, or more than the area of either Utah, Idaho, 
Minnesota, or Kansas. 


v 



VI 


PREFACE 


In the chapter on Depreciation it may be seen that houses are not 
necessarily “old” twenty years after erection. A well-built frame 
house should last for 75 years. Hundreds of millions of dollars 
might be saved to the people with better building, and the forest 
capacity would thus be increased at least 33 per cent. 

Part I of this Appraiser deals largely with general principles, 
square and cubic foot costs, percentages of the various kinds of 
work, comparisons, and approximate estimating. Some of the 
railroad chapters have detailed costs of engine houses and machine 
foundations. It is shown that the physical valuation may be so 
increased by legal allowances after it is finished, and that depre¬ 
ciation so affects the total, that it is not worth while to try to get 
mathematical accuracy on small items. 

Part II shows how the detailed costs may be found. Wages rise 
and fall, but when the amount of work done in a certain number of 
hours is given any rate can be applied. The tables were specially 
made for this book and for quick reference for any wage at any rate 
of labor per hour. Brickwork, for example, is tabulated at from 
30 brick laid per hour to 390, and at wages from 50c. to $1.40. The 
tables are so made as to be permanent. Lumber is both high and 
low. 

The regular stock tables of millwork are abbreviated, by giving 
square foot prices, enough for ordinary requirements. The Cost 
Book “A” of the Millwork Cost Bureau of Chicago has been 
used by permission. As the figures are the result of ten thou¬ 
sand tests by 500 of the leading millmen, it may be said that 
this chapter is as near perfection as anything in this difficult line can 
be. 

Illustrations are given for ornamental iron and bronze work, and a 
square foot or complete price set. This is such a special line that 
all that can be expected is an approximate figure to serve for tablets, 
railings, and doors. Only a very small percentage of buildings, 
even of the best class, goes for ornamental work. 

I was much pleased when my first Estimator of only 150 pages 
was issued to get an order for 25 copies from one of the leading 
appraisal companies. This seemed to indicate that the book was 
of the right kind, and did more good than larger orders since, one of 
which for a later edition of 750 pages was for 250 copies—The New 
Building Estimators’ Handbook, 1922, and this one will make up 
more than ten times the size of the original. 

Since the first book was issued I have valued about $6,000,000 
worth of railroad and telephone buildings for the State of Nebraska, 
passed the United States Civil Service Examination as Senior 
Architect for the valuation of railroad buildings, was offered the 
opportunity of taking charge of the valuation of the buildings on 


PREFACE 


vu 


the Grand Trunk of Canada, and in 1921-22 appraised about 
$50,000,000 worth of Omaha buildings for taxation purposes. 

A building contractor may put in bids on hundreds of buildings 
and get only a few. With an experience of years in that work, where 
all bids and sub-bids were detailed out as closely as possible, I saw 
variations from less than 1 per cent up to 20 and even beyond. 
When this is done on work closely detailed out from the plans and 
specifications, what is to be expected where there are no plans and 
much has to be guessed at in appraisals? 

William Arthur 

December, 1923. 
















* 








\ 




\ 








• • * 






t 












CONTENTS 


PART I 

CHAPTER PAGE 

I. Physical Valuation: General Principles 1 

II. Physical Valuation: Details.17 

III. Depreciation.33 

IV. Square and Cubic Foot Costs.62 

V. Comparative Costs.102 

VI. Railroad Buildings per Square and Cubic Foot . 128 

VII. Engine Houses.161 

VIII. Railroad Figures.174 

IX. Railroad Machine Foundations.195 

X. Grain Elevators.202 

XI. Approximate Cost of Trusses.207 

XII. Short Cuts . 212 

XIII. The Sprinkler System and Cast-iron Pipes . .217 

XIV. Equipment of Buildings.226 

XV. Bells, Peals, and Chimes.229 

XVI. A Large Building Valuation.232 

PART II 

I. Rules of Measurement.245 

II. Interstate Commerce Commission Data . . . 248 

III. Excavation and Piling .262 

IV. Concrete Work ..269 

V. Stone, Granite, Marble.282 

VI. Brickwork.310 

VII. Cement Stonework.342 

VIII. Steel and Iron.- . 345 

IX. Fireproofing.350 

X. Plaster.364 

XI. Woodwork.397 

XII. Millwork and Glass.431 


IX 

























X 


CONTENTS 


CHAPTER PAGE 

XIII. Glass.502 

XIV. Sheet Metal Work .507 

XV. Roofing.515 

XVI. Hardware.522 

XVII. Painting.528 

XVIII. Plumbing .535 

XIX. Heating.540 

XX. Electric Work.544 

XXI. Interior Tiling . 546 

XXII. Ornamental Iron Work.547 

XXIII. Weights and Measures. 580 

Index . 609 














STANDARD KEY TABLES 


BASIS OF COMPARISON WITH 1913=100 

In Table A, last column, figures are given year by year according 
to the rise or fall of prices from 1913. A structure set at $100,000 
in 1913 would be $82,000 in 1890, $100,000 in 1907, $264,000 in 
1920, and so on. This for ordinary buildings without steel. See 
Table D for steel percentages. 


BUREAU OF LABOR STATISTICS 


United States Department of Labor 


TABLE A 

Revised Index Numbers of Wholesale Prices with 1913 as 

Base of 100 


Year 

Metals 

and 

metal 

products 

Building 

materials 

Year 

Metals 

and 

metal 

products 

Building 

materials 

Year 

Metals 

and 

metal 

products 

Building 

materials 

1890 

116 

82 

1901 

103 

78 

1912 

99 

99 

1891 

102 

78 

1902 

100 

80 

1913 

100 

100' 

1892 

92 

74 

1903 

99 

82 

1914 

85 

92 

1893 

85 

73 

1904 

88 

79 

1915 

99 

94 

1894 

72 

70 

1905 

98 

85 

1916 

162 

120 

1895 

77 

68 

1906 

113 

95 

1917 

231 

157 - 

1896 

78 

68 

1907 

121' 

100- 

1918 

187 

172 

1897 

72 

66 

1908 

• 95 

92 ~ 

1919 

162 

201 

1898 

72 

70 

1909 

93 

95 

1920 

192 

264 

1899 

110 

77 

1910 

94 

98 

1921 

129 

165 

1900 

108 

81 

1911 

89 

98 

1922 

116 

168 


xi 

























Xll 


STANDARD KEY TABLES 


The above table is based on the returns from the 1920 census, 
with 1919 data used instead of 1909, as with previous tables. The 
old series was discontinued, April, 1922. 

The following table goes back to 1860, and up to 1914. In Bulletin 
181, page 264, the figures are credited to the Senate Finance Com¬ 
mittee. In 1890 the work was taken over by the Bureau of Labor. 
But the base is 1914 = 100 instead of 1913 as now. As 1913 is listed 
at 108 in Metal column, and 104 in Building Materials, all previous 
figures should be reduced in that proportion. If 104 in 1913 is 
reduced to 100, then 67 for building materials in 1860 comes to 64.4, 
and so with any year selected. 

But the two tables do not correspond as they should, and the 
1860 one is given here from 1890 only, and as an approximate guide. 
For example, building materials in the old table is 76 in 1890. 
Reduced in the proportion of 104 to 100 = 73, but table A gives 82. 
So with other numbers. As actual bids are occasionally 20 per cent 
apart some margin may be allowed in the tables also. 


TABLE B 


Revised Index Numbers of Wholesale Prices with 1914 as 
Base of 100 


Year 

Metals 

and 

metal 

products 

Building 

materials 

Year 

Metals 

and 

metal 

products 

Building 

materials 

Year 

Metals 

and 

metal 

'products 

Building 

materials 

1860 

136 

67 

1870 

174 

105 

1880 

147 

86 

1861 

132 

79 

1871 

169 

107 

1881 

132 

84 

1862 

147 

107 

1872 

198 

114 

1882 

134 

87 

1863 

184 

132 

1873 

196 

116 

1883 

125 

82 

1864 

294 

182 

1874 

171 

106 

1884 

108 

79 

1865 

267 

153 

1875 

163 

97 

1885 

99 

78 

1866 

237 

140 

1876 

160 

93 

1886 

97 

81 

1867 

219 

132 

1877 

145 

87 

1887 

98 

77 

1868 

202 

127 

1878 

131 

78 

1888 

99 

77 

1869 

201 

125 

1879 

128 

79 

1889 

96 

77 


The compilers wrote: “An approximately correct continuous 
series (to 1860) with 1914 as the base has been obtained.” The 
United States average figures are thus presented from 1860 to 1922. 



















STANDARD KEY TABLES 


xiii 


INDEX NUMBERS FOR LUMBER, COMMON BRICK, STRUC¬ 
TURAL STEEL, AND ALL BUILDING MATERIAL, 1913-1922 

TABLE C 


Year 

Lumber 

Common 

Brick 

Structural 

steel 

Other build¬ 
ing materials 

All Build¬ 
ing materials 

1913 

100 

100 

100 

100 

100 

1914 

92 

99 

78 

95 

92 

1915 

89 

99 

85 

102 

- 94 

1916 

102 

108 

167 

137 

120 

1917 

135 

132 

247 

172 

157 

1918 

155 

176 

199 

189 

172 

1919 

210 

206 

167 

195 

201 

1920 

307 

279 

187 

218 

264 

1921 

163 

232 

135 

169 

165 

1922 

180 

201 

111 

155 

168 


Standard. The last column, beginning at 100 and ending at 166, 
is the one to work from with ordinary construction. A building 
costing $100,000 in 1913 would be set at $165,000 in 1921, and so 
with other years. 

But there are special buildings to which the table does not apply 
so well, such as reinforced concrete ones, and those with steel frames. 
There is no established proportion in the latter for the steel, even in 
the same class. One skyscraper might have such costly exterior 
or interior work as to run the steel percentage low compared with 
another; and so with varying requirements in large railroad build¬ 
ings. Machine and erecting shops at terminals and small towns 
are not built from the same designs. The following figures, taken 
from Chaps. IV for a skyscraper, and VI for shops, are only average 
figures given to illustrate the principle of a proportionate rise, for 
which the last column is not adapted. 

Structural steel on a skyscraper is set at 12 per cent of the total, 
nothing being allowed for architect’s percentage, ornamental iron, 
or heavy piping. Some buildings might give 10 and others 14. 

The average of two car shops is 30 per cent of the total, and a 
light blacksmith shop is down to 20; a foundry has 36; and a heavy 
machine shop, 55, no engineering percentage allowed. The machine 
shops as given in Chap. VI averaged 55 if the skylight frames are 
included among the steel at half their total, but the foundation is 
not included, costing about 20 per cent, and with engineering per¬ 
centage besides, the 55 would be brought down to 45. Some shops 











XIV 


STANDARD KEY TABLES 


would have less; others might be more where light 'oundations were 
sufficient. 

Structural steel at 100 in 1913 runs to 247 in 1917, and 135 in 
1921, while ordinary building work in the last column begins, as 
always, at 100 in 1913, but is only 157 in 1917 and 165 in 1921. 
Based on the last column a $100,000 building in 1913 is $157,000 in 
1917, and $165,000 in 1921. But assuming that 45 per cent of that 
building is structural steel, evidently the 1917 figure is too low. 

On a $100,000 structure, 45 per cent steel, $45,000 would rise in 
the proportion of 100 to 247 = $111,150; while the $55,000 would 
take only 100 to 157 =$86,350, a total of $197,500 in 1917. If the 
last column had been taken for the entire $100,000 the total would 
be only $157,000. The difference is $40,500. As some machine 
shops cost $500,000 and others much more, it is clear that a distinc¬ 
tion has to be made between classes of building when working out 
the totals for any particular year. 

Worked out in the same way the 1921 total is $151,500, which 
happens to be closer than $40,500 to the $165,000,—“more by 
accident than good guiding.” No depreciation is allowed in either 
case, but the principle is set forth to show the necessity for classifica¬ 
tion. The government final column merely gives the general rise 
or fall, and it suits all ordinary structures, such as the ones listed 
by Percentages near the end of Chap. V. 

Approximate results, in much valuation work, have to be accepted 
as sufficient. When nearly 50 per cent is added to the physical val¬ 
uation, as was done in one case and passed by fhe courts, there is 
no use wasting time and being too exact. “ Getting the diameter of 
a circle by pacing and working out the circumference by decimals” 
is followed too often by the theorists. 

It should be noted that the structural steel Index Numbers do 
not correspond with the ones given in Table A, which include all 
metal products—hardware, piping, etc. 

Table D gives percentages to use for the years indicated on build¬ 
ings with steel work, from 6 per cent to 50. They are worked out 
for this book from Table C. For 1914, as an example Steel is listed 
at 78 and all building materials at 92. On a 50 per cent basis, as in 
last column, steel would be 39 per cent of the building, and other 
materials 46, or an average of 85. 

The Bureau of Labor, Table C goes back to 1913 only. If it 
is desired to get a proportionate figure for structures with steel 
before that date the regular table can be used, Table A. Other 
items than structural steel are included in the metals and metal 
products, but the totals will not be much changed on this account. 
If 1890 is wanted on a 50 per cent basis for steel and other materials 
116 and 82 are taken. Half of each leaves the average 99; on a 10 


STANDARD KEY TABLES 


XV 


per cent basis of steel the average is a little over 85. So with any 
year or proportion selected. 


TABLE D 

For Buildings with Steel 


Percentage of steel 



6 

8 

10 

12 

15 

20 

25 

30 

35 

40 

45 

50 

1913 

100 

100 

100 

100 

100 

100 

100 

100 

100 ' 

100 

100 

100 

1914 

91 

91 

91 

90 

90 

89 

89 

88 

87 

87 

86 

85 

1915 

94 

93 

93 

93 

93 

92 

92 

91 

91 

91 

91 

90 

1916 

123 

124 

125 

126 

127 

130 

132 

134 

137 

139 

141 

144 

1917 

163 

164 

166 

168 

171 

175 

180 

184 

189 

193 

198 

202 

1918 

174 

174 

175 

175 

176 

178 

179 

180 

182 

183 

184 

186 

1919 

199 

199 

198 

197 

196 

194 

193 

191 

189 

188 

186 

184 

1920 

260 

258 

256 

255 

253 

249 

245 

241 

237 

233 

229 

226 

1921 

163 

163 

162 

161 

161 

159 

158 

156 

155 

153 

152 

150 

1922 

163 

162 

161 

160 

158 

155 

152 

150 

147 

144 

141 

139 


In the Index Numbers the general Average is given for each year 
from the monthly records. The 1922 figures from January to Octo¬ 
ber average 180 for lumber; 201 for brick; 111 for steel; and 166 
for the all building materials column. To show the tendency at 
the October date the January and October figures are contrasted: 

Lumber, 166 and 203; common brick, 204 and 204; structural 
steel, 99 and 141; all materials, 157 and 166. Lumber rose 22 per 
cent: steel, 42; all materials, 17. 

The United States Charts for Metals and Lumber are shown on 
two bases, each with 1913 = 100. The solid line runs to April, 1922, 
and the dotted one applies on the figures from the 1920 census. 
The solid line is on 1910 figures. The 1920 ones will be used until 
1932. 

Chameleons. Building contractors are bad enough, but sta¬ 
tisticians lead the van when it comes to possible variations on the 
original composition or structure. The United States Bulletin, 
181, gives four methods of finding the yearly averages of metals and 
building materials with a healthy difference of from 20 to 50 per 
cent between the methods. The best of the methods is the one that 
takes the weighted averages entering into construction. If 40 per 
cent of a building is masonry that item should be put in according 
to its proportion, as roughly found by wholesale exchanges over the 
whole country; and the averages in Table A are based upon this 
method. In Table D the reason for this is seen as to steel. 

The Cleveland Trust Company sends out an excellent pamphlet 
on building, compiled by Leonard P. Ayres. The Relative Cost 



















XVI 


STANDARD KEY TABLES 















































































































STANDARD KEY TABLES 


XVII 


Table is given here to be compared with Table A, and the Main 
Table in Chap. IV. The figures are for ordinary construction, and 
not for steel frame buildings. 


Relative Cost of Building Since 1840 if Costs in 1913 are 
Taken as 100 


Final 
figure 
of date 

1840 

to 

1849 

1850 

to 

1859 

I860 

to 

1869 

1870 

to 

1879 

1880 

to 

1889 

1890 

to 

1899 

1900 

to 

1909 

1910 

to 

1919 

1920 

to 

1929 

0 

55.3 

52.5 

53.6 

88.3 

70.7 

69.2 

75.1 

98.9 

247.1 

1 

56.2 

50.6 

60.7 

88.8 

72.1 

68.3 

76.3 

97.6 

189.0 

2 

55.1 

51.9 

77.5 

93.2 

74.5 

66.4 

79.2 

97.6 


3 

53.5 

53.5 

94.1 

93.5 

72.0 

66.9 

81.7 

100.0 


4 

52.7 

58.3 

126.6 

87.7 

70.7 

64.4 

82.1 

97.6 


5 

54.3 

54.3 

112.3 

81.1 

70.0 

64.2 

85.6 

97.8 


6 

54.6 

54.4 

105.9 

77.0 

71.8 

64.4 

92.4 

108.1 


l 

55.6 

55.6 

103.8 

71.8 

69.7 

63.4 

- 96.8 

128.1 


8 

54.6 

54.8 

100.9 

65.7 

69.8 

65.3 

91.4 

143.2 


9 

51.3 

53.3 

100.1 

66.2 

69.7 

73.1 

91.7 

170.9 



The first line from 0 to 9 suits any year running downward. Thus 
1 means 1841, 1871, 1921, etc.; and 8 suits 1868, 1908, 1918. 

In August, 1922, metals and metal products are set at 126; in 
the same month of 1923, 145. Building materials, 172 and 186 for 
Aug. 1922 and 1923. (U. S.) 













































-I 










• • $ • * 






























































. 








9 










% 

















































APPRAISERS’ AND ADJUSTERS’ 
HANDBOOK 


PART l 


CHAPTER I 

PHYSICAL VALUATION. GENERAL PRINCIPLES 

In constructing large buildings a double ladder is often made. 
It is wide enough for one man to go up while another is coming down. 

If A stands at the foot of this ladder on the first floor, and B at 
the top on the second, and each begins to use it, it is clear that if 
A takes two steps while B takes only one he will be on the second 
floor at the time when his slower brother is but half-way down. 

Rise and Fall. In this illustration A stands for an appreciation 
made by a rise in prices, and B for a depreciation caused by the 
law of natural decay. There is no fixed proportion as is indicated 
above, and, indeed, when prices are falling the operation of the 
law is totally changed. The depreciation would not be offset by 
any rise in the price list, and B would reach his floor, while A would 
have to remain stationary or descend into the cellar. But the prin¬ 
ciple of the forces working against each other holds on a rising 
market. 

Owing to change in prices the physical valuation made the one 
year has to be revised the next no matter how carefully it is done. 
Everyone engaged in this kind of work should understand the causes 
that make careful computations out of date almost before they are 
summarized. 

Unit. Of course a structure in itself does not become more val¬ 
uable, but goes down hill from the day it is built. When we say 
that an $8,000 house is worth $8,300 the year after construction, 
all we mean is that wages and material have_risen in price, and that 
we are regarding the dollar value only. 




2 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


There may be some causes at work that seem to make buildings 
more valuable, as value is expressed in dollars, but this appreciation 
does not hold when a comparison is made with any other structures 
or commodities. One building worth 40, or any other, percentage 
of another still retains that relation regardless of whether prices are 
high or low. 

High Prices. For an illustration of a period that was marked 
by a rise in prices, but that yet left structures on the same relative 
plane of values, we have the 21 years ending in 1910. The price of 
building materials rose, and so did the wages of mechanics. For 
the best class of fireproof structures, so built as to last, say, a couple 
of centuries, the dollar value was greater in 1910 than in the low 
price year of 1897. Lumber and building materials which were 
then listed at 94 were 196 in 1910; and wages had also gone up 
although not in the same proportion. The half of one per cent of 
depreciation in a structure fit to last for 200 years was made up, so 
far as is expressed in dollars, by the general rise in prices. It is 
therefore, not a safe guide to go to the books of a company or indi¬ 
vidual to find out the original cost of improvements, and work 
solely from that basis on any ordinary theory of depreciation to get 
present valuation. 

The period from 1890 to 1910 shows that book values have been 
rendered worthless owing to the change in prices. If a detailed 
estimate is made of a structure at current rates, that is another 
matter. 

From 1914 to 1920 another great rise took place. The U. S. 
figures set this as from 92 to 264. From 1920 the fall began, 
reaching a 1921 average of 165, but rising to 168 in 1922. 

In the face of such forked lightning changes the best physical 
valuation that was ever made is good only for the month it was 
finished, and a year from date may be entirely obsolete. Before 
beginning depreciation the reproduction value must be first estab¬ 
lished. 

The accompanying U. S. plate is not based on 1913 as 100, like 
the present Index numbers, but is shown here to illustrate the 
difference between such years as 1897 and 1910. 

Many of the great strikes that have vexed this country, and 
European countries, have simply been the outburst of men and 
women who could not get the same allowance of things that their 
incomes formerly provided. The materials for a house, for example, 
cost far more than they used to. Boards listed in the government 
table at 98.1 in 1890, and at 90.6 in 1898, are 140.3 in 1903 and 200.1 
in 1910. The wages or income would have to be more than twice 
as much in 1910 as in 1890 to get the same number of feet of boards 
for a cottage. And 1920 was worse. 


PHYSICAL VALUATION. GENERAL PRINCIPLES 3 


The reason why so many fail to grasp the underlying principle 
of fluctuating values is that they assume the monetary standard 
to be fixed. Instead of being a “ constant,” however, it is a “ vari- 


RELATIVE PRICES OF ALL COMMODITIES, 1890 TO 1910. 

I Average for 1890 to 1899=100.0.] 



Fig. 1. 

able,” just like potatoes or boards. Gold buys brick, but brick 
and steel beams buy gold. A great flood of gold would change 
all our physical valuations. For this reason it is commonly agreed 
among the authorities of all nations that a commodity basis is the 












































































4 APPRAISERS' AND ADJUSTERS' HANDBOOK 


best one for a currency. But it is hard to get one, and we have to 
keep to gold and watch it rise and fall. 

If Book Values are taken, a start should be made on the basis of 
the figures given for the year of erection, and the rise or fall of prices 
made to suit the year of valuation. As many materials entering 
into a building are not listed in the Government Bulletin it would 
either be necessary to find out the percentage of rise or fall for them 
also, or to assume that the general average found for the 28 applied 
to all. When the difference in wages is considered, say, between 
1893 and 1923 another factor comes in to make trouble, and modify 
original costs. 

Bids. Of course, all through it has to be remembered that 
responsible bidders often vary on their bids from a few dollars to 20 
per cent and over. How or why it would be hard to say, but we 
know that it is done; and thus book values “ cooked " up to suit 
a percentage of rise or fall in prices would probably come as close 
to the real value as the bid of some contractor. Really, the only 
safe method is to take off a bill of material and figure up the build¬ 
ing in the regular way, adding a contractor's profit, and an archi¬ 
tect’s percentage. But unless for special buildings this is not neces¬ 
sary for assessors or Railway Commissions. 

The accompanying table on building material was used in the 
Cleveland Valuation that went into effect in December, 1911. 
It was compiled from the figures given by the Bureau of Labor. 
It is supposed to be used for a general figure, and not for 28 items 
only, as in the 1911 Bulletin. Thus, the material in a building 
valued at $111.8 in 1890 would be listed at $146.9 in 1907. 


Relative Wholesale Prices of Building Material 


Year 

Relative 

price 

Per cent of 
increase of 1907 
prices over pre¬ 
ceding years 

1890 

$111.8 

31.4 

1891 

108.4 

35.5 

1892 

102.8 

42.9 

1893 

101.9 

44.2 

1894 

9.63 

52.5 

1895 

94.1 

56.1 

1896 

93.4 

57.3 

1897 

90.4 

62.5 

1898 

95.8 

53.3 


Year 

Relative 

price 

Per cent of 
increase of 1907 
price over pre¬ 
ceding years 

1899 

$105.8 

38.8 

1900 

115.7 

27.0 

1901 

116.7 

25.9 

1902 

118.8 

23.7 

1903 

121.4 

21.0 

1904 

122.7 

19.7 

1905 

127.7 

15.0 

1906 

140.1 

4.9 

1907 

146.9 














PHYSICAL VALUATION. GENERAL PRINCIPLES 5 


“ That is to say,” explain the compilers of the table, “ the 1907 
prices are 4.9 per cent higher than the 1906 prices, 15 per cent 
higher than the 1905 prices, etc.” The 1910 index prices on further 
investigation proved to be about the same as in the year of 1907. 

Houses. In an investigation in Philadelphia of the cost of stand¬ 
ard 2-story dwellings of a cheap type, apart from the value of the 
land, the following table was made out: 


Year 

Cosft 

Year 

Cost 

Year 

Cost 

1895 

$1,458 

1900 

$1,712 

1904 

$1,981 

1896 

1,484 

1901 

1,746 

1905 

2,038 

1897 

1,567 

1902 

1,756 

1906 

2,500 

1898 

1899 

1,595 

1,588 

1903 

1,821 

1907 

2,093 


The general rise is seen in the table, which starts at practically 
$1,500 and ends at more than $2,000. In 1923, $3,200. 

Architects. In addition to the increased cost of materials and 
labor, many architects have raised their percentage on small build¬ 
ings, and especially on residences. Some charge as high as 10 per 
cent; but there are others who do work for as low as 3. All factors 
have to be taken into account before finishing a physical valuation. 

Causes. One discouraging feature of this physical valuation of 
large properties is the continual change of prices. Everyone 
engaged in this work should understand some of the main causes for 
the changes, even if they lead into another field of investigation. 

The Government Bulletin does not go very far into this side of 
the question. “ The causes are too complex,” it is said, “ the 
relative influence of each too uncertain, in some cases involving 
too many economic questions, to permit their discussion in the 
present report.” 

Some of the influences are given, however. They are “ variations 
in harvest}, which contract or expand supply, and so increase and 
decrease price, not only of the particular commodity itself, but of 
others dependent upon it; changes in demand due to changes in 
fashions and seasons; inspection as to purity of food, etc.; improve¬ 
ments in methods of production; cheapening of transportation or 
handling; cornering of products; panics; expanding or contracting 
credit; unusual demand; short supply; organization or combination; 
and all hinging on one another.” 

Gold. But the chief cause of all is ignored. This is the startling 
increase in the supply of gold. 










6 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


We are far enough away from the free silver, “ 16 to 1 ” days to 
look at this question in a somewhat more dispassionate manner 
than was then common. One of the main arguments against the 
theory was that all fixed incomes, salaries, returns from bonds, etc., 
would have had less purchasing power—in other words, that prices 
would have risen. The mortgage or bond would have been satisfied 
with the same number of jdollars, but the owners of such securities 
would not have been able to get an equal number of feet of lumber, 
or quantity of other commodities. This theory was correct. 

Contingencies. When making original estimates for groups of 
buildings it is customary to allow 10 per cent for contingencies. 
In making a valuation after they are built, however, there are no 
contingencies to be taken into account. In Minnesota an allowance 
of 5 per cent was nevertheless allowed by the State. This matter 
is settled when the general summary of all the factors in a complete 
railroad is made and the part of a building appraiser is to allow 
contractor’s profit, architect’s percentage, and end there. 

Interest during construction and such items are all attended to in 
the general summary. There may be quite a few of such accounts 
that have to be added at the end. There are store expenses, for 
instance, sometimes set at 5 per cent on the material delivered, 
and use of tools and equipment on construction charged for at 2 per 
cent on the total. 

Several Factors. After the physical valuation of a railroad is 
made the work is only well started. A celebrated Frenchman once 
gave the right rule for doing anything. It ran, “ First of all, define 
your terms.” The cost of a railroad is not its value, reproduction 
value is an indefinite term, there is, or there is not such a thing as 
depreciation, and so on, words without end, Amen. 

The Supreme Court of Minnesota considered that the cost of repro¬ 
duction is practically the only element necessary to be considered 
by the State in fixing rates; the Supreme Court of the United States 
declared this to be only one element of several. The Washington 
State Commission before determining the market value ascertained 

(1) The original cost of construction. 

(2) Cost of reproduction new. 

(3) The depreciated value. 

(4) The amount and market value of outstanding stocks and 

bonds. 

(5) The density of population and traffic. 

(6) The nature and permanency of population and traffic. 

(7) Facilities for doing business. 

(8) The physical conditions under which the road is operated. 


PHYSICAL VALUATION. GENERAL PRINCIPLES 7 


RAILROAD INFORMATION 

The act for the valuation of the railroads of the United States 
required (1) The original cost to date; (2) the cost of reproduction 
new; (3) the cost of reproduction less depreciation; (4) other values 
and elements of value. 

An often quoted standard case is that of Smith vs. Ames. In 
this, the opinion of the Supreme Court of the United States names as 
items that must be considered: “Original cost, the amount expended 
in improvements, the amount and market value of bonds and stocks, 
the present cost of construction, the probable earning capacity, and 
the sum to meet operating expenses.” The Court said besides: 
“We do not say that there may not be other matters to be regarded 
in estimating the value of the property.” 

As a contrast to this long and intricate list the Rock Island R. R. 
asked the Nebraska State tax commissioner to cut its valuation 
from $11,503,355 to $6,873,927 on the ground that earning capacity 
is the only true criterion of values. This in 1921. The I. C. C. 
valuation for the state was $7,937,874. 


Original Cost 

In the United States valuation of the railroads original cost must 
be ascertained. The Interstate Commerce Commission Report on 
the Texas Midland R. R. deals with the subject: 

“ The act requires us to ascertain original cost to date. This is a 
fact of prime importance. The experience of the bureau indicates 
that in most cases it will be impossible to report original cost to 
date from accounting records alone. 

“ We are prepared to state with considerable confidence that the 
cost of producing and equipping a railroad in most parts of the 
country on June 30, 1914, was a fair average for at least the 20 years 
preceding. 

“ Investigation shows that original cost is frequently, indeed 
almost invariably, more or less than a fair average cost. Many 
causes contribute to this result, as poor judgment, accidents, wet 
seasons, extravagance, dishonesty; or all conditions may have been 
favorable.” 


Reproduction New 

In the Texas Midland Report the Interstate Commerce Com¬ 
mission deals with the subject thus: 

“ Cost of reproduction new is upon the assumed basis of the non¬ 
existence of the railroad while all other conditions in the same 


8 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


territory were taken as existent on valuation date, that the most 
practicable and economical construction program is employed, and 
that to an inventory of items making up the physical property, 
shall be applied cost prices fairly representative of conditions on 
valuation date, with the addition of the estimated cost of placing 
the items in position as of valuation date, and including certain 
overhead charges. 

“ In ascertaining the cost of reproduction new the Commission is 
not to ignore expenses which would be incurred by reason of the 
fact that the physical plant, other than land, would have to be 
built, and is not limited merely to the reporting of an inventory 
value.” 


Interest During Construction 

In the Texas Midland Report the I. C. C. says: 

“ The period used in determining interest during construction in 
estimating the cost of reproduction new is taken at one-half of the 
estimated construction period required for reproduction, plus three 
months, as to road and general expenditures; and at three months 
for equipment. 

u Interest for one-half of the construction period has been generally 
allowed in the valuation of public utilities.” 


Engineering Expenses 

The I. C. C. in a study of 124 projects found that this item ran 
from less than 1 per cent to almost 10 of the total amount shown as 
investment, not including land. The average was found to be 3.6 
per cent. The engineers in the valuation were instructed to allow 
not less than 2 per cent nor more than 5 of the investment in road, 
exclusive of engineering itself and land. 

U. S. Figures. The wholesale prices as given in 1911 are con¬ 
tinued down in Bulletin No. 269, issued in 1920. “ The base period 

has been shifted to the year 1913 in order to provide a prewar 
standard for measuring price changes.” 


TABLE 1 

Average Wholesale Prices of Commodities, 1890 to 1919 


PHYSICAL VALUATION. GENERAL PRINCIPLES 9 


C'C 

£ 


af n 

ggj 


NW0®®h0hU5®0 

>-ieOOTt<^OS‘00»t»0‘0 

C50Qe0«5‘O‘Ot^‘Of0C5t'. 


V © 
£ 3 


& I £.22 


OMMNOOeOOOOOMM 
‘OCCCO^OO'tOOOOOOiOO 
NOOOOO |( 3 0'0 0 1 OiO | ON«5 


lff»| 

«isi s 


WOMONOIOMMXONMOOOO 

MO^OHONWWIOOHMOOO® 

OOHUJ^oCMO^uJ'fOOOOON 


O 0 

-°s 


& § £ 


.22 


■ONUS^OeN^OOOiONN 

■iOHNO l <3'#NfflOOCNH® 

•(Nrt<e0»H(NeO(N00»C»O>Ci-lTj(b. 


© « ft-tJ 

s-gSg^ 

| 2 5‘jjj, 


no«>onoowowou5ooono 

0)O^N®>OOmO®ONOOO®iO 

NOh®hniO«iONiOMiOOOhn 


»«oo®oomohm^mnoononmono®moooh“> 
®OOOON®OMO(N®®«®®®®0®MiOOOOrtCOOOONfc 
Tj'^OOHIN^OO^^TfrtOt'NINHOHCONHLOCJCO^^ON 00 


’ is 2 


£.22 

◄ a 


o ® 

a 

& 


S' p,+j 
£.22 


®OMOOOOOOMMH®MOMN00NNOMNHNCtCCM®® 
t»0»0»0»0‘0»0‘0»ci0f0f^t^c00c®—I0®>-H*®QO<N05^00C<50><N(N 
OOOTt<t^®l<N(NC>l(M0500I^OOOOiOfCTf<(NC^Tt<iNcD(NiOO<©CC(MCD'- 


■gj 


OOOOOOOOONO*MNOOOOiOOOOO«^OOWOOiON 

OOOOOOOOO'fOOOOfflOOO'ONOOHiOfiOOCCOlMe 

iO*®*OiOiOiO‘OiO*0>OiOr^iOi®>0‘OOM^OOOf , 3rtiCCiiO*®*Or'.'-itO 


£.22 


WMNOOO®NOOrtOOMMO®®0‘OWiCCliON®HMOO®C 

ao®aoo^®o®ooc«®ONa®NooNooiOMo:o^ON'C 

®^MOt'HrHONiO‘OOOONOQOMf<<»iCffi®T)<Nm>0>ONffit' 


£S2 


O^iNOO'^iOCDt-OOOO'-i^NrO'^'C'Ot^COCSO'-iMCC'^'CtOt^OCO: 

9»®«®9®a900000000000HHHHHHrtHHn 

aoooaooooooooooocioooo5a5a>®>050>a>050505a>05C:05030>o>0505C5 


78.833 



















































10 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 2 


Average Wholesale Prices of Commodities, 1890 to 1919 


Year 

Pine: yellow, siding 

Poplar 

Spruce 

New York 
market, average 
price per M ft 

Norfolk, Va. t 
market, average 
price per M ft 

Average 
price per M ft 

Average 
price per M ft 

1890 

$20,750 


$30,500 

$16,292 

1891 

19.958 


30.500 

14.218 

1892 

18.500 

. 

30.604 

14.854 

1893 

18.500 


33.625 

13.771 

1894 

18.500 


31.750 

12.708 

1895 

16.917 


31.000 

14.250 

1896 

16.417 


31.000 

14.250 

1897 

16.438 


30.667 

14.000 

1898. 

18.625 


30.000 

13.750 

1899 

20.042 


34.021 

15.396 

1900 

20.708 


37.688 

17.375 

1901 

19.667 


36.708 

18.000 

1902 

21.000 


42.104 

19.250 

1903 

21.000 


49.646 

19.188 

1904 

21.417 


50.329 

20.500 

1905 

24.917 


48.208 

21.417 

1906 

29.333 


50.958 

25.542 

1907 

30.500 ^ 


58.083 

24.000 

1908 

30.500 


58.292 

20.702 

1909 

33.042 


57.625 

25.250 

1910 

30.800 


61.500 

24.600 

1911 

30.591 


61.591 

24.273 

1912 

33.136 


61.500 

26.955 

1913 

32.136 


61.727 

27.864 

1914 

29.625 


60.667 

27.417 

1915 

28.182 


58.909 

27.000 

1916 

31.818 

$26,917 

60.292 

28.250 

1917 


36.208 

63.458 

35.000 

1918 


42.917 

84.708 

39.625 

1919 


54.500 

110.000 

45.625/ 









































PHYSICAL VALUATION. GENERAL PRINCIPLES 11 


TABLE 3 


Average Wholesale Prices of Building Commodities, 
1890 to 1919 


Year 

Lead pipe 

Nails: 

8-penny 

Pipe: 
cast iron, 
6-inch 

Brick: 

common. 

Red: 

domestic, 
New York 

Doors: 
white pine 


Average 
price per 
100 lbs 

Average 
price per 
100 lbs 

Average 
price per 
short ton 

Average 
price per 

M 

Relative 

price 

1890 

$5,400 

$2,288 


$6,563 

86.5 

1891 

5.600 

1.833 


5.708 

78.7 

1892 

5.183 

1.758 


5.771 

78.7 

1893 

5.000 

1.681 


5.833 

77.1 

1894 

4.433 

1.527 


5.000 

66.0 

1895 

4.200 

1.925 


5.313 

57.4 

1896 

4.100 

2.713 


5.063 

52.7 

1897 

4.317 

1.333 


4.938 

51.1 

1898 

4.600 

1.193 


5.750 

58.2 

1899 

5.350 

2.024 


5.688 

81.2 

1900 

5.121 

2.250 


5.250 

100.0 

1901 

5.048 

2.113 


5.766 

119.0 

1902 

5.217 

2.133 


5.385 

133.4 

1903 

5.196 

2.196 


5.906 

108.7 

1904 

4.795 

1.819 


7.495 

106.3 

1905 

5.225 

1.825 


8.104 

112.3 

1906 

6.421 

1.931 


8.547 

105.6 

1907 

6.705- 

2.163 

ft 

6.156 

115.2 

1908 

4.740 

1.950 


5.104 

110.9 

1909 

4.821 

1.869 


6.385 

112.9 

1910 

5.061 

1.844 


5.719 

106.4 

1911 

5.028 

1.708 


5.891 

102.0 

1912 

5.201 

1.706 


6.760 

96.2 

1913 

5.082 - 

1.771 

§23.370 

6.563 

100.0 

1914 

4.523 

1.721 

20.890 

5.531 

98.7 

1915 

5.301 

1.721 

22.943 

6.052 

96.6 

1916 

7.598 

2.625 

31.618 

8.035 

98.7 

1917 

10.068 

4.130 

55.369 

8.885 

111.0 

1918 

8.887 

4.364 

60.687 

11.927 

143.3 

1919 

7.266 

4.863 

57.501 

15.958 

195.6 




















12 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


INSURANCE VALUATIONS 

Twenty Great Companies. The Associated Factory Mutual Fire 
Insurance Companies of the eastern states insure large isolated 
manufacturing properties above $75,000 in value. Appraisals 
have to be made before the policies are issued, and the conditions 
strictly adhered to. They have improved the construction of build¬ 
ings, introduced better fire protection, and each risk is subject to 
expert inspection at least four times a year. With automatic 
sprinkler protection, fire pumps, at least two independent sources 
of water supply and private watchmen, the fire damage is reduced 
to a trifle of what it was under the old system. Since about 1840 
the companies have been successfully operated. Their principal 
field is in cotton mills. 

Method of Appraisal. This is worth examining in an Appraiser, 
for the benefit of insurance men. 

(1) The experts of the companies object to going into detail in 
the way that some commercial appraisal concerns do. All minor 
details are eliminated as unessential. 

“All appraisals rest largely on estimate. No appraisal can be 
made without incorporating many figures that are simply based on 
estimate.” 

Suppose all material in a structure to be listed carefully down to 
the last and smallest item, the waste and the labor have to be based 
on estimates. As market values change and depreciation has to be 
considered and guessed at the figures cannot remain standard long. 
Actual bids are often far apart. 

“Moreover, it has been proved again and again that the great 
law of averages counterbalances minor errors.” 

(2) A plant is divided into buildings and machinery. Buildings 
are considered as empty structures. All elevators, piping, wiring, 
and, indeed, anything that can be removed without altering the 
building, are classed under machinery. 

The figures are based at replacing new at to-day’s market, regard¬ 
less of original cost, and are then depreciated as judgment dictates. 

(3) Foundations. One might cost heavily, the other be inexpen¬ 
sive. “An appraiser, however, to give a fair and reasonable esti¬ 
mate, must consider the buildings, if otherwise alike, as of the 
same value.” 

This means that Mill A does not serve its purpose any better than 
Mill B because the cost of its foundation was twice as much as B’s. 
“In making insurance appraisals, the cost of foundations is not 
included as they are not liable to damage from fire. No tinie is 
wasted in ascertaining value of underground work.” 

(4) SquareFoot Basis. All appraisals are made on this basis. 


PHYSICAL VALUATION. GENERAL PRINCIPLES 13 


“ Many architects and engineers use the cubic foot of contents. Both 
systems are good, but it is floor space rather than cubic contents 
which gives manufacturing facilities. As a groundwork, the tables 
prepared by Mr. Charles T. Main, the well-known engineer, are used 
for brick buildings with plank on timber floors and roofs, one to six 
stories high, with a wide range of lengths and widths.” Judgment 
must be used when handling the tables to allow for special work. 
The price per square foot decreases as the length and width increase. 

(5) Piping. “With automatic sprinkler piping it should be 
emphasized that it is foolish to waste time measuring each size of 
pipe, counting elbows, tees, etc., and then estimating the amount 
for erection. Nearly every sprinkler contractor risks his chance 
for profit by figuring at so much per sprinkler head for the work 
in place, and the same method is followed by the appraisers of the 
Department when the number of heads is easily obtainable. In 
most cases, however, there is an allowance of so many cents per 
square foot of floor area, as the result is the same. This applies to 
piping inside the building only.” 

For steam and hot-water heating piping, a similar method is 
used, except in unusual cases. 

“Steam, water, gas, oil and air piping is treated on even broader 
lines; for a detailed inventory would take a prohibitive amount of 
time. Taking a factor for each machine supplied, and using as a 
cross check so much per horsepower for steam, and general factors 
for the others, a result is obtained which experience has shown is 
sufficiently accurate.” 

(6) Electric Wiring. “Electric wiring is figured at so much per 
light and so much per horse-power of motors, varying the factors 
for each variety of light and compiling the horse-power in groups, 
as the sizes range from small to large.” 

(7) Depreciation. “This subject has caused more argument 
and discussion than all others connected with making appraisals. 
The difference of opinion among competent men as to what percent¬ 
age should be allowed commonly amounts to more in money value 
than any error that can be reasonably made in estimating the new 
value, regardless of the method used.” 

“When a building is more than three or four years old, has 
remained plumb, is kept in repair and is of such dimensions that 
it perfectly answers the purpose for which it is used, it is considered 
that the depreciation does not increase, but stands constant at five 
per cent of total new value for several years.” The depreciation is 
increased for a building of obsolete dimensions. The annual deduc¬ 
tion is from the net and not the gross. 

t “For piping, a depreciation of ten per cent of the parts affected is 
usually sufficient.” 


14 .APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


“Electric wiring wears little and the rigid rules of both local 
authorities and the insurance companies compel its being kept well 
up to date, so that the total depreciation is always slight.” 

In commenting upon the detailed system of making appraisals 
carried out by the commercial companies the Factory Mutual men 
say: “Opportunity presents itself again and again to examine the 
records of such appraisals. Invariably there is a finely prepared 
volume, giving in minute detail a list of substantially everything on 
the premises. This list is overburdened with extended descriptions 
of buildings and machinery, far beyond the extent necessary to 
determine value, and this has a tendency to confuse one who is 
searching for individual items. Where time is taken to make a 
detailed examination the usual proportion based on estimate is 
always found and also errors large enough to counterbalance the 
value of whole pages of minor items so laboriously collected. These 
errors do not materially affect the final result, because the law of 
averages takes care of that, but it leaves the final figures no more 
accurate than those of an appraisal made by the shorter method 
above described.” 


Leading Principles 

The three leading theories of appraisal are: 

(1) Reproduction cost new of the plant, less depreciation. 

(2) Actual cost to date of the property, less depreciation. 

(3; Capitalization of income, beyond fixed and operating costs, 
and a fair rate of return, less depreciation. 

The reproduction cost new can be had from the figures given in 
this Appraiser based on many prices and for many years. The 
rates of depreciation are given in the tables. 


Two Big Valuations 

In Buffalo 450 industrial plants were appraised at $60,000,000 of 
depreciated value. The work cost 42c per $1000 on this basis, or 25c 
for reproduction cost. The depreciation was allowed at 2 per cent 
for buildings of permanent construction, and 3 for those of less 
permanent and frame. At 1916-1917 rates. 

My valuation of Omaha buildings 1922 ran to $50,000,000. 


Going Value 

When Prof. Daniels was appointed Interstate Commerce Com¬ 
missioner there was some objection, and several senators voted 
against him. They believed he had allowed too much for going 


PHYSICAL VALUATION. GENERAL PRINCIPLES 15 


value when making a valuation of a gas company in New Jersey. 
“After counting up all the visible property, Prof. Daniels added 
to its total value 17.6 per cent for ‘intangible values’ and 30 per 
cent for extra value as a ‘going concern.’ He decided further 
that the company was entitled to earn 8 per cent per annum on the 
total appraisal. As a result the city of Passaic got 90-cent gas in¬ 
stead of 80, as some had hoped.” This was in 1913-1914. The 
Canadian courts are said to allow 10 per cent for “going concerns.” 

Here is an increase of nearly 50 per cent to the actual physical 
value, and proves that the Mutual Fire Ins. Cos. are right when 
they refuse to waste time in going into petty detail on valuations 
for insurance purposes. The allowances for depreciation, in¬ 
tangible value and going value have all to be “estimated,” or 
“guesstimated,” and they make light of the best physical valuation. 


FIRE INSURANCE 

Physical valuations are often taken for purposes of fire insurance, 
and according to the reduced rate rule owners should change the 
valuation to correspond with the rise in prices. 

Reduced Rate Contribution Clause 

“ In consideration of the rate at (and) or form under which this 
policy is written, it is expressly stipulated and made a condition of 
this contract, that this company shall be held liable for no greater 
proportion of any loss than the amount hereby insured bears to 
.... % of the actual cash value of the property described herein in 
the time when such loss shall happen; but if the total insurance 
upon such property exceeds.... % at the time of such loss, then this 
company shall only be liable for the proportion which the sum 
hereby insured bears to such total insurance. 

“If this policy be divided into two or more items, the foregoing 
conditions shall apply to each item separately.” 


Reduced Rate Contribution Clause Explained 

(Using the 80% Clause) 

It has no effect whatever when insurance is carried to the amount 
of 80 per cent of value or more. In this case insurance pays the 
entire loss not exceeding the amount of policy. 

Example. 

Value Insurance Loss Ins. Pays 

$100,000 $80,000 $60,000 $60,000 

100,000 80,000 80,000 80,000 

100,000 80,000 90,000 80,000 


16 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


It has no effect whatever when the loss equals or exceeds eighty 
per cent of value, no matter what the insurance is. In this case, 
also insurance pays entire loss not exceeding amount of policy. 

Example. 

Value Insurance Loss Ins. Pays 

$100,000 $60,000 $80,000 $60,000 

When both insurance and the loss fall below eighty per cent of 
the value, the assured becomes a contributor (that is, stands as an 
insurance company) to the amount of the difference between eighty 
per cent of the value and the actual insurance in force at the time 
of fire. 

Example. 

Value Insurance Loss 

$100,000 $70,000 $50,000 

Eighty per cent value is $80,000—insurance being $10,000 less 
than this sum, owner is a contributor to that amount and contributes 
to the loss in that proportion. 

Insurance ($70,000), pays seven-eighths of loss ($50,000) .$43,750 


Owner contributes one-eighth. 6,250 

Total amount of loss.$50,000 


Another explanation of the effect of the 80% clause shows that it 
is dangerous not to keep insurance up to the limit. When prices 
increased in war times, as with cotton mill following, the policy 
should have been changed to correspond. 

(1) Cotton Mill—Value $100,000. Insurance, $80,000. Loss, 

$50,000. Companies pay $50,000 

(2) Cotton Mill—Value $150,000. Insurance, $80,000. Loss, 

$75,000. Assured should carry $120,000 insurance. He 
is therefore § deficient and in case of 50% loss will 
stand i of the loss himself as follows: 

Companies pay § of loss or $50,000. 

Assured stands g of loss or $25,000. 





CHAPTER II 


PHYSICAL VALUATION: DETAILS 

Tools. When A B C is sent to measure up for appraisal rail¬ 
road buildings stretching over several hundred miles of a state, he 
is almost sure to forget to take something with him that is as val¬ 
uable as a tape line, a long rule, and a notebook. That is a kodak. 
Some one has said that an ounce of notes taken on the place is worth 
a pound of recollection; and a small picture brings back features 
of a building in a way that the memory alone can never do. With 
field notes, memory, and a picture of any special structure, or un¬ 
usual part connected with it, the office work of figuring up and 
summarizing the items becomes almost as easy as if one were on 
the ground. It is quite often possible to get a picture of a railroad 
building for a few cents, as most towns have their prominent im¬ 
provements photographed. 

A good set of plans makes the best picture of any building, espec¬ 
ially if there is a specification with them, but they are not always 
obtainable, and actual measurements have to be taken, often in 
the dark of a basement, or up in smoky roofs thick with the dust 
of a quarter century. 

Changes. Even if plans are provided it is not safe to rely upon 
them without an examination of the special structures. Some 
buildings shown on a yard plan have been taken down or have been 
burned, and others have been added to until the original structure 
is scarcely recognizable from the plans. 

Blanks. About the poorest way of conducting such an inves¬ 
tigation is to oblige the valuator to make notes on everything con¬ 
nected with a building. The city of St. Paul, with about 25,000 
buildings, and 150,000 lots, was measured for assessment about 
the beginning of this century under the Somers system; and the 
same system was used in Cleveland in 1910 to appraise 100,000 
buildings, and 145,000 parcels of land. Blanks were provided in 
each case, and the descriptions of the buildings merely filled in 
with a circle over the selected word. This is not only a quicker 
way of getting the necessary information, but a surer, for it is hard 
for a man with a notebook to get all the hundreds of items in each 
building. It is true, as has been pointed out by one Railroad Com- 

17 


18 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


mission, that no one blank can be made to embrace everything, 
but it is easy to attend to any unusual features. There are so 
many items in a building connected with excavation, piling, con¬ 
crete, steel frame, brickwork, cut stone, carpentry and millwork, 
plaster, plumbing, heating, paint, sheet metal, skylights, electrical 
work, floor and wall tile, roofing, piping under and over, floors and 
sidewalks, that it is not only wasteful of time to follow the note¬ 
book method alone, but decidedly unfair to the estimator. Print¬ 
ing is cheap, and blanks pay for themselves a hundred times over. 
In Cleveland, for example, a city badly cut up with creeks, rivers, 
runs, valleys, railroads, lake coast, and inequalities in general, and 
thus hard to value, the cost of making out an entirely new assess¬ 
ment roll for 145,000 parcels of land was only 87c each. Phila¬ 
delphia pays $3.40; the New York yearly revision cost 99c. 

When a physical valuation of this kind is once carried through 
it is an easy matter to keep it up to date. If prices rise a percent¬ 
age can be added to the building; and the usual allowance deducted 
for depreciation. The people of Vancouver have ended the system 
of taxing buildings, and raise the necessary funds for city expenses 
from land values only. This is an excellent law for architects and 
builders, as it almost compels the owners of vacant property to 
build in order to get returns for the city treasurer, and it exempts 
their building when finished. In 1901 the population of Vancouver 
was about 26,000; in 1923, 165,000. 

Here, then, we have some requirements for appraising almost 
any building or property—tape line, long rule to reach high, kodak, 
notebook, and above all, printed blanks. 

A sample of the blanks used in Cleveland is given herewith. The 
small circles are put over the necessary word. 


PHYSICAL VALUATION: DETAILS 


19 



e one side of one of 
double house row 


Duplex 

house 


bouse 

..._* M 

Material -siding drop, lap, shiOles. briQb, common, pr©. plaster, veneer 
stone, cut. rough, concrete tile T. C. Trimmings pj a £J> ornamental 
std&?, cQ. rough T. C., brick, wo^?. Upon a foundation of 

stone, brfQfc tile, concrete, posts, mai 11 floor . fcet above ground 

Dimensions—wide, deep, wide, deep, wide; deep, 

<0 story wide* deep, wide, 
high 


deep, wide, deep. 


story 

high 

tower 


Projections -One^tjry two story three story 

bay window bay window bay window 

j3£& & /OiX 7- SZX Y 

Roof-shingles, si©, tile; gravel, composition, tin. copper. Hip. j 
flat, mansard • donj^Js or gatjp*. CornicCpijQ^ 

mental, woO* metal, stone, T. C. 

Divisions— Basement, cel©. ur©r wl©e, front, middle, rear, containing. 


gaO, 

orna* 


<S> 

+ 

3 


stor 

rooT 


he; 


launAy 

tubs 


bath 


sr .SB 

1st story> hi® parlor, sit©g .library, di©g * kite)©, bath bed 

room. room, room, room 

2nd story, bed3bm. bath rOm. other {3fc>ms 

-f 

bath room. 

Attic* 


3rd story, bed rooms, bath room. other rooms 

4th story bed bath other Attic> roAis un*. 

room, room, rooms > finj^Ktl finished 

Inside Finish- Main part, lower story ornamental. plaO, hard\Od. pidO 

dObaint. Upper story hardw<Q. pi© oi©>aint. 


Heating— stoves furnace. 

hot Oter. 

steam. combi nation. 

Water -Open 

city. in yard, base- 

first second 

third 

well 


meat, 

story story 

*tory. 

w«Ar 
rootare clqjwC 

waA lautfthry 
bairo .tr ST 

si^< barn 

plumbing opQ 

clc*ed 

r.ighthig’-cafi 

Ele<Oc Oil 

Fixtures 

PlaO OrnaOntai 



Drainage -Cesspool, se©K Building in goQ fair, bad, repair. 

Vacant, occu©J. own© tenant, who estin£irs. pays, rent at 
per month, states buildings were constructed in /fen? 


Name of O^ivr. Agent Tenant. 

Fig. 2. 










20 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


-Kate ..—$»•••--per..— square.t -—foot- ~ 

Barn -wood., brick, atone, wide. deep. stories high 

contains stalls. ^ living rooms 

Sidewalk -Wood, stoG-. cement, brick, ctO wood. staO- fcvanlte 
Condition, gnQ.i’air bad. 

• . 

tot Surface -wO, uneven; about / feet abO< below yrade 

) 

$ . ....Bill Board.-.. 

Fig. 2a. 

A literal reading of these markings is as follows: 

READING OF BUILDING SLIP. 

District 29, Map 1, Block 2, Lot 4, Page 76, Line 14; 

Examined March 15, 1910. 

A single house, No. 10,720 Laurel Avenue, S. W. The lower 
story constructed of pressed brick; the upper story frame; covered 
with shingles. Plain cut stone trimmings on lower story and wood 
trimmings on the upper story. Built upon a foundation of brick, 
the main floor being 3' above the surface of the ground. 

Dimensions, 25 ft wide by 37 ft deep, 2 stories high. Projections, 
one 1-story bay window; a front porch 13X6, a side porch 10X22, 
and a rear porch 5X4. Roof slate in gable form containing 3 dormer 
windows and 2 gables. Finished with plain cornice of wood. 

Cellar under the whole house, containing storage room, water 
closet, heating plant, and laundry tubs. 

First floor has a hall, sitting room, dining room and kitchen; 
second floor has 3 bed rooms, 1 bath and 1 other room. There 
are 2 rooms finished in the attic. The main part of the lower story 
is finished in hard wood and pine, dressed in oil. Upper story the 
same. 

It is heated by a hot water system. The house has city water 
in 1 bath room, 2 water closets, 2 wash basins, laundry tubs and 
2 sinks. Plumbing is open. 

The house is lighted by electricity and has both plain and orna¬ 
mental fixtures. Drainage is by a sewer. 

The building is in good condition, occupied by the owner, who 
estimates that it would rent for $35 per month, and states that 
the building was constructed in 1909. 

The sidewalk in front of this property is stone with a stone curb 
in good condition. The lot surface is level about one foot above 
the grade of the street. 





PHYSICAL VALUATION: DETAILS 


21 


From the foregoing reading of the building slip, this building 
is placed in Class 4, of Building Schedule No. 1, as a two-storv 
house, plus three points on account of the large porch areas and 
on account of the lower story being brick, making the price read 
$4.80 per sq ft; less depreciation for one year makes the net price 
$4.60 per sq ft. The area of the building being 962 sq ft, this gives 
$4483, as the present value of the building. As it is located in a 
district where dwelling houses are not depreciated, it is placed on 
the duplicate at that sum. 

Square Foot. In city valuations for taxation the square foot 
method is the nearest approach to a detailed estimate that is used. 
In most cities the assessor merely guesses at the value, or takes a 
figure from the newspapers or other hearsay—and the depart¬ 
ment watches the transfers of real estate. Much railroad prop¬ 
erty in a physical]valuation, in addition to standard buildings always 
taken by the square foot, has to be valued by this quick method 
to save time, but almost all builders would agree with the opinion 
that this system is not so accurate as the contractor’s method of 
taking off quantities in detail. I used it for garages, and one-story 
buildings in the Omaha valuation, but always took the cubic foot 
system for large buildings as better. 

Tables. There is another method that goes a little more into 
detail, but stops far short of taking off the quantities in the regular 
way. This is by using the tables, and figures as given in various 
parts of this Appraiser. Brick walls are not hard to estimate 
if the building is of masonry, and then floors, partitions, ceilings, 
roof and all plain work is measured up and a price per square 
set to suit local rates. Plaster is easily found by using the tables 
on pages 387-396, windows and doors are allowed at so much 
per opening, including hardware, painting can be guessed at in a 
lump sum, and so can plumbing, and usually heating, but the latter 
can be checked by the figures given elsewhere for the cubic feet of 
space. This method I used on many buildings to save time, and 
also to get a more reliable valuation than is possible under the 
square foot system. 

Specials. Engine houses, ice houses, and platforms are so plain 
that there is usually no necessity of estimating them in detail, for the 
price per stall and per square foot is well enough known among rail¬ 
road men. But, on the other hand, some small special buildings 
such, for example, as fireproof oil houses, may run to twice the 
cost that one would judge upon a first examination, and the only 
way to be safe is to follow the contractor’s method. In the chapter 
on square foot costs it is pointed out that the smaller the building the 
greater is the unit in dollars per square foot. The detailed estimate is 
made up in rather a slow way. It has been calculated by a lumber 


22 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 

dealer that there are in a $3000 house from 45,000 to 50,000 sep¬ 
arate pieces of wood. But this includes all millwork, with doors 
and sash estimated according to the number of pieces, shingles 
taken separately, floor and other boards the same way. 

I have made out the following Schedule for more items than are 
usually met with in any one building, but the ones not required 
are to be left blank. To save confusion in valuing buildings in 
large railroad shop grounds, a strict line should be drawn between 
the buildings proper and the yard work. Everything inside of the 
structure should belong to it, but nothing outside, unless directly 
connected with the main unit. Sometimes there are concrete 
tanks, compressed air tanks, or subways that belong more properly 
to the building than to the yard systems. But as far as possible 
the yard work and building work ought to be listed separately. 


Main Schedule 


There is no space for contingencies. On a completed struc¬ 
ture there is no percentage required for this item. 

Most of the items in the main sheet have to be subdivided. The 
idea is not only to save time with such blanks, but to make sure 
that all items are included. It is not hard to overlook an impor¬ 
tant item when doing field work, and the necessary data can not 
afterwards be secured without expense. It would be easy to neglect 
to get the height of a wall, or to note down the fact that pressed 
brick were used, and so with other details. 


Main Schedule 


Name of architect 
Date of erection 

Date of erection of any addi- 


Fireproofing 

Structural steel and iron 
Ornamental iron 
Lumber 

Millwork and glass 
Carpenter labor 
Hardware 
Roofing 

Galvanized iron, or other sheet 


tions 

Grading of site 

Grading of building proper 

Filling of site 

Filling building proper 

Excavation 

Piles 

Concrete 

Brickwork 

Reinforced concrete 

Granite, outside and inside 

Stonework 

Cut stone, or other trimming 


metal work 
Skylights 
Plaster 

Floors, other than wood 

Plumbing, to building lines only 

Marble work 

Clocks 

Piping 

Water filter 


outside or inside 
Carving 


PHYSICAL VALUATION: DETAILS 


23 


Main Schedule —Continued 


Heating 

Drinking fountains 
Elevators and dumb waiters 
Electrical work 
Fire escapes 
Fire shutters 
Fire alarm systems 
Telephone system, building only 
Call buzzer system, building 
only 

Vault doors 
Lockers 
Refrigerator 
Scales, not portable 
Painting 

Papering and decorating 


Tanks and vats 
Awnings and shades 
Platforms, directly connected 
only 

Tracks, inside of building only 
Turntables and pits 
Removing old buildings 
Fences, for building only 
Retaining and other walls at 
building 

Sidewalks, for building only 
Paving, for building only 
Curbing, for building only 
Miscellaneous 
Contractor’s percentage 
Architect’s percentage 


Detailed Schedule 


Excavation. 

Engineer’s fee 
Main 

Boiler room 
Special depths 

Pits, engine, coach, drop, 
etc. 

Subways and pipes 
Sump, cistern, well 
Steam hammer. (See pages 
153-154) 

Machine foundations. (See 
pages 195-201) 

Footings 

Piers, inside and outside 
Backfilling 

Grading around building 
Nature of soil—rock, loose or 
solid, gravel, e$irth, mud 
Testing expense 
Blasting 

Disposing of dirt 
Piling. 

Wood 

Concrete 

Sheet 


Footings. (For all items under 
Excavation) 

Concrete 
Concrete forms 
Stone 
Brick 

Cement stone 
Plank 

Concrete ducts 
Dwarf walls 
Piers 
Drains 
Area walls 
Porches 
Chimneys 
Waterproofing 

Basement Walls—to 1st floor 
level:— 

Concrete 
Rubble 
Cut stone 
Bricks 

Cement stone 
Hollow tile 
Plank 

Whitewashing 


21 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Detailed Schedule —Continued 


Brickwork. 

Thickness of all walls, height, 
etc. 

Walls above basement—from 
floor to floor 
Garden walls, etc. 

Common 
Hollow tile 

Pressed, quality, how laid (or¬ 
dinary bond, Flemish, etc.) 
Molded 

Reveals how deep 
Arch 

Arches, common 
Fire 

Fireplace 
Wall coping 
Enamel 

Enamel molded 

Pilasters 

Cornices 

Veneering 

Flue linings 

Sidewalk arches 

Boiler setting 

Cesspool 

Cistern 

Piers 

Waterproofing 
Pointing and washing 
Well 

Septic tank 
Paving 

Plastering walls with cement 
mortar, asphaltum, etc. 
Chimneys 

Anchors, tie-rods, ashpit doors, 
thimbles 
Chimney Stacks. 

Common brick, round, square 
Radial brick 
Self-sustaining steel 
Guyed steel 
Reinforced concrete 


Granite or marble. 

Plain 

Squared 

Molded 

Polished 

Columns 

Steps 

Fountains or ornamental work 
Stonework. 

Kind of stone 
Rubble 

Ashlar, rock faced, squared 

Ashlar, smoothed 

Ashlar, hammer dressed 

Ashlar, 2 and 1 work 

Ashlar, thickness, average 

Ashlar, rustic 

Carvings 

Belt courses 

Columns 

Steps 

Sills 

Lintels 

Ornamental work 

Coping 

Caps 

Base 

Cornice 

Brackets 

Pointing 

Washing 

Backing . 

Trimmings— Outside and In¬ 
side 

Cut stone 
Terra cotta 
Artificial stone 
Water table 
Sills 
Lintels 
Coping 
Band courses 
Steps 

Ornamental 


PHYSICAL VALUATION: DETAILS 


25 


Detailed Schedule —Continued 


Fireproofing. 

Steel and Iron. 

Doors and interior finish 

Coal chute 

Floors 

Gratings 

Ceilings 

Railings 

Roof 

Entrance plates 

Partitions 

Threshold 

Stairs 

Safety treads 

Columns 

Chimney caps 

Beams 

Chimney anchors 

Walls 

Metal doors and frames 

Plaster on outside 

Metal shutters 

Other finishes on outside 

Wheel guards 

Steel reinforcement 

Sidewalk doors 

Forms 

Sidewalk lights 

Concrete 

Flag poles 

Nails and wire 

Fire escapes 

Hauling or Freight Allowance 

Fire ladders 

for entire building 

Fire standpipes 

Steel and Iron. 

Fire brackets 

Grillage in concrete foot¬ 

Shelving 

ings 

Erection 

Columns, steel or cast iron 

Ornamental Iron. 

Anchors and straps 

Vault doors, etc., fixtures 

Stirrups 

Grilles for windows, etc. 

Separators and bolts 

Screens 

Tie rods and castings 

Elevator fronts, sides, grilles, 

Columns, steel or cast iron 

glass, etc. 

Girders 

Stairs and railings 

Trusses 

Gates 

Lintels 

Window guards 

Runways for cranes, etc. 

Lamp posts 

Shelving 

Lamp brackets, standards 

Steps and railings 

Kick and push plates 

Cast plates 

Cornices 

Column bases 

Posts 

Floor beams 

Down spouts 

Roof beams 

Mail chute 

Ceiling framework 

Lockers 

Bracing 

Miscellaneous: canopies, mar¬ 

Tanks 

quises, heads, balconies 

Caps and bases 

Lumber. 

Bolts 

Walls 

Cleanout doors 

Post 

Coal hole covers 

Sills 


26 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Detailed Schedule —Continued 


Lumber. 

Girders 

Joists and sleepers 
Bridging 
Under floors 
Upper floors 
Partitions 
Ceilings, frame 
Ceilings, wood-covering 
Roof framing 
Roof covering 
Furring and grounds 
Corner boards 
Cornice, base, etc. 

Siding or shingles 
Asbestos shingles 
Asphalt shingles 
Other special covering 
Tower, flag pole 
Porches 
Special work 
Building papers 
Fences, sidewalks, etc. (tem¬ 
porary) 

Coal bins, basement work 
Millwork. 

Outside finish 
Kind of wood 
Frames 

Doors, and finish 

W ndows, and finish 

Windows, including glass 

In terior partitions with glass 

Store front 

Ceiling sash 

Weather strips 

Transoms 

Bulletin boards 

All stairs or steps 

Base and picture mold 

Plate rail 

Chair rail 

Chalk rail 

Cornice, ceiling 


Millwork. 

Beams, ceiling 
Glass, plate 

Glass, special (sideboard) 
Glass, leaded 
Glass, prism 
Glass, floor 

Upper floors (see lumber) 
Paneling, outside and inside 
Wainscoting in dining room, 
etc. 

Railings, outside and inside 
Blinds, outside and inside 
Columns, outside and inside 
Pantries 

Cases, drawer, book 
Mantels 
Sideboard 
Medicine cab 
Seats 

Clothes chute 
Refrigerator 
China closet 

Hook strips and shelving 
Storm doors and windows 
Fly screens 

Factory doors and windows 
Porches, and sash or screens 
Brackets 

(See Index for items) 
Revolving door 
Hardware. 

If work is figured by the 
square the tables do not in¬ 
clude nails. Shelf hardware 
has to be added to doors and 
windows. (See Index.) 
Roofing. 

Asbestos 

Slate 

Tile 

Gravel and slag 
Prepared 

Shingle (under lumber) 


PHYSICAL VALUATION: DETAILS 


27 


Detailed Schedule —Continued 


Sheet Metal Work. 

Roof, tin, galvanized iron, cop- 
pi r, zinc, lead or shingles 
Ventilators and registers 
Ordinary skylights 
Speaking tubes 
Piping for ventilators and 
other systems 
Cornices 

Cresting and finials 
Metal ceilings 
Siding 

Fire windows and doors, cov¬ 
ering 

Tin clad doors 

Metal windows and wire glass 
Gutters 
Valleys 
Conductors 
Flashing 
Painting 
Skylights, Large. 

Copper ribs and frame 
Galvanized iron ribs and frame 
Charcoal iron ribs and frame 
Flashing 
Glass, wire 

Glass, common ribbed 
Netting 
Plaster. 

On lath, metal 
On lath, wood 
On masonry 
Three-coat dry 
Two-coat 
Sand finish 
Cornices 
Centers 

Ornamental work 
Sackett board 
Other special finishes 
Compo board 

Outside plaster, kind of lath, 
etc. 


Plaster. 

Outside columns, beams, etc 

Wire lath 

Metal lath 

Wood lath 

Back plaster 

Basement and attic 

Wainscoting 

Blackboards 

Beams 

Corner beads, metal 
Floors (Other Than Wood). 
Mosaic 
Tile 
Pulp 
Terazzo 
Concrete 
Rubber 
Special 
Fireplaces 
Bath rooms 
Concrete fill 
Plumbing. 

Supply beyond building line 

Sewer beyond building line 

Supply and sewer inside 

Drains 

Soil pipes 

Closets 

Urinals 

Sinks 

Wash basins 

Baths 

Marble 

Slate 

Doors 

Meters 

Tubs 

Water heater 
Boiler 
Floor traps 
Grease traps 
Hydrant, small 
Pumps 


28 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Detailed Schedule —Continued 


Plumbing. 

Tanks 
Valves 
Boilers 
Gas pipe 

Vacuum cleaner and piping 
Toilet doors 
Toilet hardware 
Marble, etc. 

Partitions 

Wainscoting 

Base 

Ceilings 

Ceilings, mosaic or tile 

Casings 

Moldings 

Shelves 

Artificial marble 
Special ornamental 
Caps 

Thresholds 
Stair treads 
Stair soffits 
Stair balustrade 
Cornices and beams 
Columns 
Pilasters 
Scagliola 
Arches 
Clocks. 

In large railways stations 
they may cost from $300 each 
to several thousands 
Piping (except for plumbing and 
heating):— 

Fire protection system 
Compressed air system 
Gas system 
Oil system 

Steam, for mechanical use 
Sprinkler system 
Water filter supply 
Main supply pipes inside 
building 

(See cost for shops, Index) 


Heating. 

Steam supply inside of build¬ 
ing 

All galvanied or other piping, 
above or below floor 
Fans 
Coils 

Expansion tank 

Pipes 

Radiators 

Thermostat 

Motors 

Concrete ducts (to be taken 
in footings) 

Boiler, and covering 

Breeching 

Stack 

Furnace, complete 
Pipe covering 
Decoration 
Boiler foundation 
Valves 
Elevators. 

Passenger 
Automatic 
Freight 
Dumb waiters 

Sidewalk lifts, for ashes, bag¬ 
gage, etc. 

Electrical Work. 

Light 

Power 

Signal:—burglar, watchman, 
fire 

Switchboards 

Conduits, above and below 
floors 
Cables 
Fans 

Window lights 

Cornice lights 

Fixtures 

Switches 

Cabinets 

Panels 


PHYSICAL VALUATION: DETAILS 


29 


Detailed Schedule —Continued 


Electrical Work. 

Elevator lights 
Bells 

Telephones 
Clocks 
Pole lines 

(Generators and heavy pow¬ 
er house machinery are not 
included with the building. 
The modern system of elec¬ 
trical work is so complicated 
that it requires a special expert 
to get a fair valuation). 

Tanks and Vats. 

(These are not, strictly 
speaking, a part of a building, 
but rather belong to equip¬ 
ment. A builder, however, is 
usually better qualified to get 
at the value than a machinery 
expert). 

Oil house tanks 
Oil house piping, not including 
motive power machinery 
Oil tanks to serve various 
shops 

Oil furnaces, etc., when en¬ 
closed with masonry 
Lye and other vats 

Platforms. 

(All outside platforms to 
be included with building 
only when they might reason¬ 
ably be considered a part of it). 
Gravel 
Wood 
Brick 
Concrete 
Cinder 

On ground level? 

Or 4 ft 6 in up? 

Gutters 

Sewers 


Platforms. 

Curbing—wood, stone, con¬ 
crete 

Platform Frame Work. 

Posts 
Brackets 
Area of roof 
Rafters 
Roof covering 
Gutters 
Conductors 
Painting 

Tracks (Inside of Buildings). 

Standard gage, lineal feet 
Narrow gage, lineal feet 
Turntables, small diameter 
Turntables and Pits. 

Diameter 

Steel 

Wood 

Wall, concrete 
Wall, stone 
Wall, brick 
Wall, plank 
Fences. 

Wood 

Iron 

Wire 

Gates 

Paving. 

Brick on edge 
Brick on flat 
Concrete 
Stone 
Asphalt 

Creosoted block 

Curbing. 

Miscellaneous. 

Bins, racks, cases, small build¬ 
ings in yard 
Bonds 

Building permits 
Insurance—fire and liability 
Patents—allowance for use of 
Water 


30 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


It is impossible to get every item in a modern building listed, 
but by going over the foregoing lists as the work progresses noth¬ 
ing of importance will be omitted in even a large railroad shop 
yard or passenger station. A good deal of information can oc¬ 
casionally be obtained from local contractors or others as to the 
valtfce of structures with which they have been connected; and an 
experienced builder knows what many items cost without figuring 
them. 

A LIST OF SOME MAIN STRUCTURAL ITEMS REQUIRED 
FOR VALUING A SPECIAL BUILDING FROM FIELD 
NOTES 

(1) A small plan in notebook with ground sizes, and sizes for floors 
above ground, if different. (If a set of plans is not given.) 

(2) Depth of structure in ground, on an average, for excavation. 
If piles are used, approximate them at 3 ft centers, double row. 

(3) Get width and thickness of footings obtainable. 

(4) Height from top of footings to top of ground floor, if the 
thickness of wall is the same clear up. 

(5) Thickness of walls below the top of ground floor. 

(6) Complete height of walls above the top of ground floor to 
wall plate, if the thickness is the same all the way up; if not, the 
height of each thickness ta be taken separately. The height of 
all ceilings in the clear to be taken as a check, and to serve for plaster. 
If the walls are too high to be conveniently measured, count the 
courses of brickwork, or siding boards, and average at the same 
number to 36 in, say, as those within reach. Get the thickness 
of all masonry walls, especially, and mark in the detailed sheet the 
quality of face brick or stone. 

(7) Count all openings, and deduct the average size from each 
thickness of masonry to which it belongs, multiplied by the number. 

(8) Get the area and thickness of gables. Include coping. 

(9) Allow extra for all buttresses, pilasters, cornices, offsets, by 
actual measurement, and not by trade rules. If chimneys are of the 
ordinary size figure per lineal foot, including flue linings. 

(10) Figure all inside walls, below or above ground, and watch 
each story for them. Be sure to mark thickness. 

(11) List all piers with sizes, outside and inside. If small, set a 
price down for them on the spot. It is often impossible to get sizes 
without crawling below floors. On one shop I listed 150 stone piers, 
8 ft deep, and 8 ft c to c. Even at the top where the wood girder 
rested they were 3 ft 6 in square. The entire cellar was full of stone, 
with only a passageway of about 3 ft between the piers at ground level. 
Through all the buildings of that particular shop yard the same 


PHYSICAL VALUATION: DETAILS 


31 


system of piers was used. It is unsafe to guess at what is below the 
main floor. 

(12) Measure the surface of all pressed brickwork, and count an 
average of molded, arch, and enamel brick. 

(13) Get the area, thickness, and description of all concrete and 
other floors. 

(14) Keep the list of all outside work separate—such as paving, 
cesspool, retaining walls, etc., that do not strictly form a part of 
the building, and yet belong to it. Get heights, thicknesses, and 
sizes. 

(15) Find the cost of the ordinary building materials, and the 
local rate of wages. 

(16) List all trimmings, if they are many, apart from the brick 
or other masonry:—such as cut stone, terra cotta, etc. 

(17) If walls are of stone write a short description of its quality 
and get the local price. Mark the thickness of walls. Estimate 
the value of carved pieces on the ground. 

(18) Describe the kind of floors, and get area. Get posts, girders, 
sizes and centers of joists. So with ceiling joists, roof joists, and 
partitions. 

(19) Figure the weight of one steel truss where there are several, 
and allow bracing to suit. A better idea may be had on the ground 
of weight, etc., than from notes. Consult Appraiser Index. Get 
diameter of cast-iron columns, and height from No. 6, this list. 
Give lintel widths, and depths. List thickness of sills. 

(20) Price all ornamental iron on the spot, or take a photograph. 

(21) Price counters, stairs, special openings, and such work on the 
ground. 

(22) If a plan is made and the size of each room marked, all base, 
picture mold, and plaster, can be figured from it along with No. 6. 

(23) For plumbing, heat, electric work, and other special installa¬ 
tions try, locally or otherwise, to get a fair valuation from any one 
in the usiness. 

(24) Mark down your idea of percentage of value as compared 
with a new structure. 

(25) Mark down quality of glass—single strength, double strength, 
plate, etc., on a fine building. Get size of plate. 

(26) Mark down price of racks, cases, etc., on the ground. (See 
chapter entitled, Short Cuts.) 

(27) Get a set of plans if possible, and mark changes from them 
as made on the building. 

Yard Work. The buildings of a modern shop plant are all con¬ 
nected with a network of subways, pipes and tracks. The trackage 
system and everything connected with it is entirely beyond the 
province of a builder, and is managed by engineers; but the sub- 


32 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


ways and the piping systems are often left to him. Unless a plan 
can be seen, the best estimator is he who can guess easiest what lies 
below the ground, and how deep it is buried. Without a plan no 
one can tell the length, diameter or thickness of the heavy pipes, and 
when this uncertain kind of work is carried all through a modern 
railroad yard, the terminals of the two contending artists who make 
the estimates for the railroad company and the State Commission, are 
apt to be beyond hailing distance. 

As one illustration of the foregoing the cases of St. Paul and Minne¬ 
apolis may be cited. The land values of the Great Northern, valued 
at millions of dollars, were appraised by two sets of men. 

At St. Paul the estimates were 272 per cent apart, and 182 at 
Minneapolis. 


CHAPTER III 


DEPRECIATION 

As a fair beginning, I have had a special experience in estimating 
the fall in the value of buildings, often according to their age, but 
occasionally due to other causes. During the greater part of a year, 
I valued practically all the large buildings north of the Platte River, 
and one far-spread group to the south, in Nebraska, for the State 
Railway Commission. This question, as always, gave more trouble 
than any other feature of the work. 

I sent in between five and six million dollars’ worth of appraisals. 

The $50,000,000 valuation I made in Omaha in 1921-22 carried 
the usual depreciation troubles. As set forth elsewhere, some of 
the property owners wanted from 4 to 5 per cent a year for depre¬ 
ciation and “obsolescence.” 

Decay. As noted on page 55, there are thousand-year old his¬ 
toric buildings in Europe, but they are mostly of a public character— 
structures built by the Romans, churches, castles, municipal halls, 
towers, and semi-public mansions. Ordinary houses even there 
seldom last more than two or three centuries. So good a judge as 
Macaulay, writing of London in his “ Life,” said that when he 
considered the fire of 1666 and the natural progress of demolition 
and rebuilding he doubted whether there were as many as fifty 
dwellings in that immense city dating as for back as 1550. He 
wrote in 1830. But up to the time of the fire, London was mostly 
built of wood and for that reason suffered like San Francisco in 
1906. The same Macaulay, however, found that the buildings 
in Rouen were older than the London ones; and that the oldest 
mansion in London was modern as compared with many in Venice 
reaching as far back as the year 1400. 

And frame houses well built will endure for centuries. In 1912, 
the oldest house in the United States was torn down, as it was con¬ 
sidered unsafe. It was built in 1618 in Southampton, N. Y. 

The Pierce house at Dorchester, Mass., dates from 1635. The 
Babcock house at Milton, Mass., from 1723. The Royall house at 
Medford, the same state, from 1732, and part of it from 1631. The 
Fairbanks house at Dedham, Mass., was built in 1636, and is still 
in use. These are all built of the old fine white pine. 

33 


34 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


The title of the oldest house in the United States given to the 
Southampton house is contested by an “old timer” in St. Augustine, 
Florida. It dates back from somewhere near 1566. A long list of 
cypress built houses runs back to the eighteenth century, and some 
to the seventeenth. 

The Shakers of to-day build in the old fashion. An article 
written in 1921 says: “For the most part the buildings looked as 
if they might have been erected within the year. Yet all were 
anywhere from 40 to 70 years old. The Shakers build solidly and 
substantially to begin with, and then they religiously keep buildings 
in excellent repair and renewal.” 

Independence Hall, Philadelphia, was built in 1729, except the 
steeple. Faneuil Hall, Boston, was built in its original form in 
1740. Jefferson’s home at Monticello was built at least as early 
as 1772. St. John’s Episcopal church, Richmond, Va., dates from 
1740. Patrick Henry spoke in it in 1755. 

There are stone and stucco houses in Germantown, Philadelphia, 
more than a hundred years old; and some of them dating back 
before the Revolution of 1776. New Jersey houses built by the 
Dutch settlers tell the same story. 

These records show that depreciation tables might easily be 
changed, and that the capacity of the forests might consequently 
be doubled. With proper building laws and good workmanship the 
life period of all houses might be extended to 75 years, as a minimum, 
so far as the main structural parts go. Roofs would have to be re¬ 
covered, plaster perhaps taken off, and upper floors modernized. 
The standard depreciation table for shingles—if they are still to be 
used—is, spruce, 5 to 7 years; cedar, 12 to 15; sawed pine, 30 to 50; 
cypress, 30 to 60. The labor cost on poor shingles is as great as 
for the best. 

When an appraiser studies a frame house for the depreciation 
allowance it comes to be a question of construction. Each house 
has to stand on its own foundation in a double sense. From 1| 
per cent per annum to 10 gives a wide range. 

Method. The matter of the great variation in the price list 
as shown in the chapter on “ Physical Valuation, General Principles,” 
being understood and remembered, there are two methods of find¬ 
ing values and depreciating—one to allow a certain number of 
years for the life of a group of buildings, classified according to their 
nature, or freight-cars, engines, or anything else, and to make a 
“ mortuary ” table, averaging the value according to the years of 
service; and the other, to inspect each structure or car individually 
to ascertain its value. For cars, passenger-coaches, engines, etc., 
the individual method is rather impracticable, although it is carried 
out with 40,000 freight-cars in the Michigan valuation. For such 


DEPRECIATION 


35 


work, and for ordinary standard buildings, the average age method 
of a table is preferable, and less costly than the other, although 
the appreciation in prices must be first applied. Apart from this 
ordinary classification, each building should be examined, estimated 
in detail, and the depreciation settled both from age and condition. 

Limit. In the course of my work in Nebraska, I ran across only 
one individual building that is likely to stand for a century, ac¬ 
cording to the opinion of the architect and my own, but considered 
with reference to accommodation, it is likely to be worthless long 
before that. But a group of stone shops with extra heavy walls 
was set at a life period of a century. Still another group (two are 
shown in figures 7 and 14 of this book) was so built with pile and 
concrete foundations and steel superstructure that a life period of 
100 years would have been reasonable, except for the fact that 
the brickwork and other subordinate features would not last half 
that time. 

Contrast. Herein lies another trouble with depreciating build¬ 
ings: In a case where a heavy concrete and pile foundation goes 
down, an allowance of 1 per cent would be ample, for such found¬ 
ations last for centuries, but the superstructure may have to be 
set at a life of 40 or 50 years. Each case has to be considered on 
its own merits; and a table does not do justice to all structures, 
nor an average always suit. 

Suitability. There is another feature in railroad valuations that 
makes them differ from such as the Cleveland one, for example, 
where 400 people were engaged: Perhaps a certain class of shops 
or stations, if considered merely as separate structures under our 
present conditions of use and population might last for a century, 
but who will guarantee that the runways for the traveling cranes 
of a shop, or the turntables in the yards will be sufficient for the 
engines in use in coming years? Or that the population of a city 
will not be multiplied several times over, just as Vancouver grew 
from 55,000 in 1906 to 165,000 in 1923. 

The ordinary locomotive weighs, say, 100 tons; but in 1910 the 
Santa Fe road exhibited one weighing 420 all through the south¬ 
west, or at least where bridges would carry it on the main line. 
Bridges, runways, turntables, might be set at the longest life period 
so far as concerned the use for which they were designed, but they 
are useless for the new conditions. What value will be set on them? 
Salvage value ? It all depends upon what the expert wants to prove. 

The Grand Central Station, New York, was taken down long 
before the end of its natural life period, and this is but the history 
of hundreds of valuable railroad structures. On what basis, then, 
shall the life period be set? And if a railroad in a physical valuation 
is to be allowed the value of improvements necessarily thrown 


36 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


aside by new inventions or increase of population, why should not 
the theory be applied in other fields ? Many a man loses his whole 
investment of trade or professional skill through a new invention. 
In 1911, thousands of actors were deprived of their living on account 
of moving picture theatres; the linotype displaced printers by the 
carload, and in a score of lines, year after year, men and women 
are suffering the loss of their investments in certain callings through 
the work of the inventor. Are investors in railroad securities to 
be held safe through this class of depreciations? 

Railroads have been practically reconstructed, so far as the main 
lines are concerned, since the end of the last century, and in some 
cities tracks have been raised and electrified. In the building 
field only stations and old shops have had to give way to new; and 
engine-houses have to be extended or taken down. In the motive 
power department the discovery of high-speed steel cutting made old 
machines worthless. Far heavier ones were required to stand the 
pressure. So on in every department. New tracks, bridges, 
buildings, equipment, etc., have been required; but all through, the 
old would not have been discarded unless the new had held out the 
certainty of better returns. 

I once put up a building where the heating plant did not work. 
It was taken out and $10,000 put into a steam system. In making 
a valuation of the building would the owners have been credited 
with the value of the old plant? Certainly not. They would 
have had their building valued according to what it would have 
cost to reproduce it. 

Importance. The question of depreciation is vital in any physical 
valuation. Suppose half a dozen good contractors agree that it 
would cost $100,000 to reproduce a certain building at current 
rates, but that it was 20 years old, how much would it be worth ? 
Three of them might set a life-time at 40 years, and the other three 
at 50. In the one case there would be an annual depreciation of 
23^ per cent to deduct, and in the other 2. Yet this would make 
one figure $50,000 and the other $60,000. What does the most 
exact detailed estimate amount to when there might honestly be 
such a great difference over the one factor that practically decides 
the amount? There is so much room for an honest and a dis¬ 
honest difference of opinion on this question of depreciation in 
buildings, bridges, tracks, and rolling stock of a railroad that, at 
its best or worst, a physical valuation is but a drawn battle. 

Method. In the Michigan and Wisconsin valuations of railroads 
the individual method was followed, and each structure, engine, 
or car, valued and depreciated according to condition; in the Wash¬ 
ington valuation the original records were dug up, or the date of 
building or purchase ascertained and the depreciation done ac- 


DEPRECIATION 


37 


cording to a mortality table. A part of the Washington report says: 

“It is a well-established fact that a freight-car has a useful life 
exceeding 20 or 25 years. If the average car has a life of 25 years, 
it loses 4 per cent of its life every year. Hence by multiplying its 
age in years by 4 per cent, its lost life or depreciation is accurately 
ascertained; and, by subtracting this depreciation from 100, the 
remainder will give its ‘present value’ expressed as a percentage 
of its value new.” 

“ If practically all the structures shown in the accounting records 
are still in existence, and the money expended each year for each 
class of structure is known, it is very simple matter to figure the 
average age of money invested in estimating the present value. 
To illustrate, suppose there are a number of station buildings in 
existence, whose age is not known. Suppose, however, that $10,500 
was spent for such buildings in 1896, $20,000 in 1900, and $5,000 
in 1902. Then in 1906, the average age of the money invested in 
these buildings is ascertained thus: 

$10,500X10 years.$105,000 one year 

$20,000 X 6 years. 120,000 one year 

$ 5,000 X 4 years. 20,000 one year 

“This gives a total of $35,500 invested in 7 years for $245,000; 
divided by $35,500 gives 7 years approximately. 

“ The rule to be followed in all such cases is to multiply the money 
expended each year for structures of a given class by the age in 
years, add all these products together, and divide by the total cost 
of all the structures under consideration. The quotient is the 
average age of all of the structures, or, more strictly speaking, the 
average age of the money invested in the structures. If some of 
the structures are no longer in existence, this method can still be 
applied. Take railway crossties, for example. Ascertain the total 
value of crossties in the track, then go back through the records of 
the tie renewals, by years, until the total cost of renewals adds up 
to the total value of ties now in the track. Then compute the 
average age as above shown. If the price of ties has fluctuated, 
ascertain the actual price paid, and reduce all yearly expenditures 
for renewals to the present price.” 

Appreciation. On a railroad track for four or five years after it 
is built, there is a betterment owing to the “seasoning,” or to what 
has been given the high-sounding name of Adaptation and Solidifi¬ 
cation. There is an appreciation of about 10 per cent, instead of 
a depreciation, as the road settles down and all the minor defects 
are put to rights; but this does not apply to buildings. If a build¬ 
ing cracks, there is usually no way of making it as good as new, 





38 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


and the rate of depreciation has to be raised. On a grain elevator 
alluded to on page 203, a special depreciation of $20,000 was made 
in addition to the regular one, on account of a settlement that made 
the structure lean 15 in out of plumb. Some buildings have such 
defects that a depreciation of 10 per cent per annum has to be used. 

The Nebraska table is given in the following pages. It is only 
an approximate guide. Some of the building rates are too high. 

Depreciation Tables—Physical Valuation of Railroads 


Minimum Depreciation 

usable value rate 

Item % of new per annum 

1. Right of way and station grounds. 100 

2. Real estate. 100 

3. Grading. 100 

4. Tunnels 

Wooden lining. .05 

Brick lining. .021 

Stone and concrete lining. .02 

5. Bridges 

Steel for main line service. 33 £ .02 

Steel for branch line service. 20 .02 

Steel salvage lc per lb 

Concrete and stone. .02 

Pile and timber trestles and wooden 

trusses. 20 

For main line. . 121 

For branch line. .031 

Timber salvage $7.50 per M ft bm. 

Culverts. % 20 

Wooden box. .10 

Cast-iron pipe. .02 

Vitrified pipe. .05 

Cement pipe. .02 

Concrete and stone. .02 


6. Ties—Cross (In all old track determine 
by inspection) 

For new track 

Estimated 
average life 


Oak (white) 12 yrs. .081 

Oak (mixed) 7 yrs. .14 t|- 

Fir and pine 6 yrs. .16§ 

Cedar 12 yrs. .081 

Tamarac 8 yrs. .121 

























DEPRECIATION 39 

Depreciation Tables— Continued 

Minimum Depreciation 
usable value rate 

Item % of new per annum 

Estimated 
average life 

Hemlock 6 yrs. .16f 

Cypress 6 yrs. .16| 

Treated—all kinds 12 yrs. .08$ 

All old side tracks . .25 yrs. 

Switch (In all old track determine by 
inspection.) 

For new track ditto as for cross ties 


Note. Above depreciation of ties to apply in earth and poor grade of ballast. 
Where ties exist in good stone ballast increase the life of tie one-fifth, decreasing 
annual depreciation rate proportionately. 


7. Rail—Estimated average life 38 4-10 

years . 33$ .026 

Salvage, $10 per ton. 

Note. Above depreciation of rails is considered only under a proper balanced 
condition of traffic and use. Misused rail as per special instructions. 


8. Frogs and switches. 33$ 

Stands and guard rail—conditions same 
as attending rail. 

Frogs. .039 

Split points and attachments. .052 

Crossings—determine by inspection. 

Salvage, $10 per ton. 

9. Track fastenings. 33$ 

Base plates, tie plates, angle bars, rail 
braces and bumping posts, condition 

same as attending rail. .026 

Salvage, $10 per ton. 

Spikes.. .08$ 

Bolts and nut locks. .05 

10. Ballast. 25 

Cinders and sand. .15 

Crushed stone and granite. .02 

Gravel and burned clay (Nebraska and 
similiar products). .05 


Note. This treatment of ballast only to be considered under proper balanced 
conditions of construction. Otherwise as per special instructions from inves¬ 
tigation. 


















40 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 
Depreciation Tables —Continued 

Minimum Depreciation 
usable value rate 

Item % of new per annum 

11. Tracklaying and surfacing.100 

12. Roadway tools. 33^ 

Hand cars. .07 

Section men’s tools (average) ..*. .12^ 

Salvage of metal, £c per lb. 

13. Fencing—Right of Way. 20 

Wooden fencing entire. . 06 f 

Wooden posts—wire panels. .05 

Cement and iron posts—wire panels . . . 04| 

14. Crossings and signs. 20 

Crossing plank. .25 

Roadway signs—posts and boards .... . 08§ 

15. Interlocking and other signal apparatus 

—average. 33£ .05 

Salvage value 5% of new. 

16. Telegraph and telephone lines. 20 

Poles and pole attachments. .05 

Wire... .04 

Instruments 

Telegraph (salvage val. 15% of new) .04 

Telephone (salvage val, 8% of new) .08^ 

Switch boards (salvage val. 10% of 

new). .04 

Battery. 33 £ 

17. Station buildings and fixtures. 20 

Wooden frame buildings. .03 

Brick (salvage material only 8%). . 02 £ 

Concrete and stone (salvage material 

only 8%). .02 

Steel frame, brick and stone (salvage 

material only 10%). .02 

18. General office buildings and fixtures—treat 

same as item 17. 

19. Shops, engine houses and turntables: 

Buildings—treat same as 17. 

Turntables. 20 

Combination steel, iron and wood... .05 

Steel. .04 

Salvage of all metal |c per lb. 

20. Shop Machinery and Tools. 33f 

Machinery. .05 

























DEPRECIATION 


41 


Depreciation Tables— Continued 

Minimum 
usable value 


Item % of new 

Tools. 

Salvage of all metal lc per lb 

21. Water stations. 

Pump house machinery. 331 

Buildings treat same as item 17. 

Water tanks 

Wooden. 20 

Steel—including water softeners. 20 

Galvanized iron. 20 

Windmills. 33 1 

Salvage, value all metal lc per lb. 

22. Fuel stations 

Wooden structures. 20 

Steel structures. 20 

Machinery in above. 33 5 

Salvage value all metal lc per lb. 

23. Grain elevators—treat same as item 17. 


24. Storage Warehouses—treat same as item 

17. 

25. Dock and wharf—not treated. 

26. Electric light plants. 30 

Boiler plant. 

Engine and dynamo. 

Incidental apparatus. 

Salvage value 10% of new. 

27. Electric power plants. 30 

Boiler plant. 

Engine and dynamo. 

Incidental apparatus. 

Salvage value 10% of new. 

28. Electric power transmission. 30 

Pole and wire attachments. 

Wire and cable (salvage value 33 1-3% 
of new).. 

29. Gas producing plants—not treated. 

30. Miscellaneous structures. 

Buildings—treat same as item 17. 


Wooden platforms. 20 

Cement platforms and walks. 20 

Brick platforms and walks. 20 

Concrete and stone curbing. 20 


Depreciation 

rate 

per annum 

.75 


.05 


.05 

.03 

.10 

.121 


.031 

.031 


.05 

.081 

.081 


.05 

.081 

.081 


.05 

.05 


.081 

.03 

.03 

.03 

























42 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Depreciation Tables— Continued 

Minimum Depreciation 


usable value rate 

Item % of new per annum 

Wooden curbing. -05 

Cinder and gravel platforms and walks 20 

No curbing. -04£ 

Wooden curbing. 

Stock yards fence. 20 .06§ 

Stock scales. 20 .06f 

Salvage value all metal per lb. 

31. Adaptation and solidification of roadway 100 

32. Engineering and superintendence. 100 

33. Steam locomotives—including tanks. 25 .04 

Salvage value 5j% of new. 

Note. Special treatment should be made of this item consider¬ 
ing wooden frame vs. steel frame of tanks. 


34. Electric locomotives—not treated. 

35. Passenger cars. 25 

Express, baggage and mail (salvage 
value 8% of new). 

Coach and chair cars (salvage value 6% 
of new). 

36. Freight cars (salvage value 20% of new) 20 

37. Work equipment 

New equipment (salvage val. 61% of 

new). 25 

Built up equipment (salvage value 20% 
of new)..,. 25 

38. Rent and repairs of equipment during con¬ 

struction. 100 

39. Inspection and purchase of equipment... . 100 

40. Transportation of material. 100 

41 Stores and supplies for Nebraska new.... 100 

Not new—treat as under its proper 
class as herein above provided. 

42. General expenditures. 100 


.04 


. 05 ^ 

.05 


.061 















DEPRECIATION 


43 


Boilers. The depreciation rates on boilers are given here from 
“Peabody and Miller,” for a comparison with the Nebraska ones: 


Description Life in years 

Lancashire, low pressure. 15 to 20 

Locomotive type, stationary. 12 to 15 

Locomotive. 8 to 12 

Vertical. 10 to 15 

Vertical with submerged tubes. 14 to 18 

Horizontal cylindrical tubular. 15 to 20 

Scotch marine. 12 to 15 

Water tube. 12 to 16 

Pipe or coil. 5 to 8 

Experts. The Machinery Handbook gives the average life of 
machines as follows: 

Years 

Large machine tools—boring mills, planers, large lathes. 25 

Small machine tools—lathes, small drill presses, bench tools . 20 

Small parts—fixtures, etc. 15 

Small tools—reamers, drills, etc.!. 10 

Shop furniture—closets, tool stands, etc. 15 

Motors and electrical equipment. 20 

Shafting. 15 

Belting. 10 

Depreciation 
to be deducted 
annually 

Lathes and machine tools, first class. 5 % 

Engines, shafting, gearing....... 7 \ 

Lathes and machine tools, second class. 10 

Machinery in general. 10 

Boilers. \2\ 


Interstate Commerce Commission. The Engineering Board of 
the Interstate Commerce Commission set the life period on some 
large items as follows: 

(а) Metal bridges shall be given a normal service life of 70 years, 
if suitable for modern loads. 

(б) Masonry culverts shall be given a normal life of 100 years. 

(c) Cast-iron culvert pipe shall be given a normal service life of 
80 years and other iron or steel pipe 30 years. 

( d ) Vitrified and concrete culvert pipe shall be given a normal 
service life of 50 years. 

(e) Masonry piers and abutments shall be given a normal service 
life of 100 years. Concrete and other masonry 100 years. 























44 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Timber structures shall be given a normal service life of 50 years, 
and masonry structures, 100 years; suitably modified where observa¬ 
tion shows principal parts are new or in need of renewal. 

Iron wire shall be given a normal life of 50 years and copper 100. 

Railroad. A Chicago railroad allows the following figures for 
taxation returns—and the annual depreciation is made large enough 
to wipe the buildings off the slate in a few years—for taxable pur¬ 
poses—as they are not returned when down to 20 per cent of their 
value. 


Pile and Timber Trestles. 

Minimum condition....'.20% 

Annual depreciation.12% 

Coaling Stations. 

Minimum condition. 20% 

Annual depreciation. 5% 

Steel Bridges. 

Annual depreciation. 2% 

Steel Turntables. 

Annual depreciation... 5% 

Bridges. 

Howe Trusses, annual depreciation.!.. 6% 

Howe Trusses, minimum condition.!. .20% 

Buildings. 

Minimum condition.20% 

Frame, annual depreciation. 7% 

Brick, annual depreciation. 5% 

Stone, annual depreciation. 2% 


Grain Elevators are allowed at about 3 per cent per annum. 

Another Theory. After much is said and done on the theory of 
depreciation, and the one set of experts are agreed, another comes 
forward and says that there is no such thing as depreciation in the 
physical property of a railroad—owners of ordinary buildings 
might wish they could say the same of their investments. To 
quote the Minnesota Report, dissenting from this view: 

“ The opinion is entertained by some that there is no depreciation 
in the physical properties of a railroad, but that as a working tool 
its efficiency, as maintained, is at all times the equivalent of the 
new, and that a specific facility is in some instances worth less than 
its reproduction cost, only because in the progress of time and devel¬ 
opment it has become inadequate for the purposes required, of it;, 














DEPRECIATION 


45 


and again it is expressed that an old road through thorough main¬ 
tenance and for other numerous and good reasons is more serviceable 
and valuable than a new road. 

“It is entirely tenable that the value of an economically con¬ 
structed, judiciously financed, and efficiently managed railroad 
property, or the contra thereof, is not measured by its cost, and, 
for the instant, it seems necessary to recur to the elementary that 
cost and value are not synonymous, and that the determination of 
the present value of the physical properties, using reproduction cost 
as a basis, bears no relation to value in the sense of utility, or as an 
investment.” 

The Washington Reports says: “ The commission concluded 
that on an established road, maintained to a proper standard of 
efficiency, there would be no continuing depreciation; that on a 
newly constructed line there would be a rapid depreciation of cer¬ 
tain elements during the first few years. This would apply par¬ 
ticularly to ties, and, in a lesser degree, to wooden structures and 
equipment. On the other hand, there would be an appreciation of 
roadbed on a new line, due to the seasoning and hardening which 
follows its use. Such appreciated value of roadbed would largely 
offset the depreciation of the value of the other items. But the 
depreciated value of a road in profitable operation does not equal 
its market value. To this depreciated value must be added a suf¬ 
ficient amount to cover the enhanced value due to building up a 
successful transportation business.” One of the Washington roads 
was put at a market value of only half its depreciated physical 
valuation. It was considered a bad investment. 

Interstate Commerce Commission. The act for the valuation of 
the railroads required the Commission to give the “cost of repro¬ 
duction less depreciation.” Under this head the bureau treated 
depreciation as the exhaustion of capacity for service. The Texas 
Midland R. R. asserted this theory to be wrong, and said that so 
long as a property is 100 per cent efficient, or so long as there is no 
deferred maintenance, there can be no depreciation. There are the 
two theories and the I. C. C. bureau of valuation sets forth the 
reasons for the acceptance of the former: 

“When the act was passed the phrases ‘cost of reproduction new’ 
and ‘cost of reproduction less depreciation’ had come to have a 
clearly defined and well understood meaning. The conception of 
depreciation as used in this connection was the equivalent of that 
put upon it by the bureau. There were differences of opinion as to 
the part which physical deterioration and functional depreciation 
should play and all persons were not agreed whether depreciation 
and life were essentially identical; that is, whether an article might 
not depreciate more rapidly in the first years of its existence than in 


46 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


the last, or vice versa, but all were agreed upon the fundamental 
concept that depreciation means decline in value due to loss of 
capacity for service. An article was assumed to have incorporated 
in it a certain amount of use when new; a certain part of that use 
had gone; and so much remained. 

“Reference might be made to hundreds of instances in which this 
idea of depreciation when the act was passed had been used in 
valuation proceedings by individuals, by commissions, and by 
courts. It is doubtful if any case can be found where it had been 
deliberately assumed that depreciation and deferred maintenance 
were synonymous. 

“Not only have valuators and utility commissions adopted this 
view of depreciation, but the same definition has been assumed and 
acted upon by courts, including the Supreme Court of the United 
States. 

“This question was first definitely before that court in Knoxville 
vs. Water Co., 212 U. S., 1.” 

“The carrier insists that this conception of depreciation is wrong, 
that the inquiry should be whether the property is in 100 per cent 
efficiency. So long as it is maintained at 100 per cent efficiency, or 
what comes to the same thing, so long as there is no deferred main¬ 
tenance, there can be no depreciation. 

“ This is clearly stated in the brief of the carrier, where it is said: 

“It is apparent, from the testimony received on the subject of 
depreciation and from the questions and statements of the Director 
during the introduction of the same, that the principal difference is 
one of definition of depreciation. The witnesses called by the car¬ 
riers—men of candor, ability and experience—while fully recognizing 
deterioration from age and use and the necessity of repairs and 
replacements of perishable elements, state that in the absence of 
deferred maintenance there is no depreciation. 

“It will be seen, therefore, that the question presented by the 
record in this case for determination touching depreciation is 
whether the theory of the bureau or that of the carrier is correct. 

“It is clear that when the act was passed, the word ‘deprecia¬ 
tion’ as used in the phrase ‘cost of reproduction- less depreciation’ 
had acquired a definite meaning. It must be assumed that Congress 
used the word in that sense. Nor is there to-day any other recog¬ 
nized meaning. We approve and adopt the definition of depre¬ 
ciation which the bureau has applied in this case.” 

The depreciation tables used in the Cleveland valuation are given 
herewith: 


DEPRECIATION 


47 


Depreciation Tables 


STORE BUILDINGS AND DWELLINGS 

(Note. The oercentage of depreciation is given under Good, Fair, Bad, as 
to quality of buildings.) 


BRICK FRAME 


ars 

Good 

Fair 

Bad 

Years 

Good 

Fair 

Bad 

1 

2 

3 

6 

1 

3 

4 

10 

2 

4 

5 

11 

2 

6 

7 

17 

3 

6 

8 

15 

3 

8 

10 

23 

4 

8 

10 

18 

4 

10 

12 

27 

5 

10 

12 

21 

5 

13 

15 

31 

6 

12 

13 

24 

6 

15 

17 

34 

7 

13 

15 

27 

7 

13 

15 

27 

8 

14 

17 

29 

8 

18 

21 

40 

9 

10 

18 

32 

9 

20 

23 

42 

10 

17 

20 

34 

10 

22 

25 

45 

11 

18 

21 

36 

11 

23 

26 

47 

12 

19 

22 

38 

12 

25 

28 

49 

13 

20 

23 

40 

13 

26 

30 

51 

14 

21 

24 

41 

14 

28 

31 

53 

15 

22 

25 

43 

15 

29 

32 

55 

10 

23 

20 

45 

16 

30 

34 

57 

17 

24 

27 

46 

17 

31 

35 

58 

18 

25 

28 

47 

18 

32 

36 

60 

19 

25 

29 

49 

19 

33 

37 

61 

20 

26 

30 

50 

20 

34 

38 

63 

21 

26 

30 

51 

21 

34 

39 

65 

22 

27 

31 

53 

22 

35 

40 

66 

23 

27 

32 

54 

23 

36 

41 

68 

24 

28 

32 

55 

24 

37 

42 

69 

25 

28 

33 

56 

25 

37 

43 

71 

26 

29 

34 

57 

26 

38 

44 

72 

27 

29 

34 

57 

27 

39 

45 

74 

28 

30 

35 

58 

28 

39 

46 

75 

29 

30 

35 

59 

29 

40 

47 

79 

30 

31 

36 

60 

30 

41 

48 

80 

31 

31 

36 

31 

31 

41 

48 

80 

32 

32 

37 

61 

32 

42 

49 

82 

33 

32 

37 

61 

33 

42 

50 

83 

34 

33 

38 

63 

34 

43 

51 

85 

35 

33 

38 

64 

35 

43 

52 

86 

36 

33 

39 

65 

36 

44 

53 

88 

37 

34 

40 

65 

37 

45 

53 

90 

38 

34 

40 

66 

38 

45 

54 

91 

39 

34 

41 

67 

39 

46 

55 

93 

40 

35 

41 

68 

40 

46 

56 

95 

41 

30 

42 

68 

41 

47 

57 


42 

36 

42 

69 

42 

47 

59 


43 

37 

43 

70 

43 

48 

59 


44 

37 

43 

71 

44 

48 

59 


45 

38 

44 

72 

45 

49 

60 


46 

38 

44 

72 

46 

50 

61 


47 

39 

45 

73 

47 

50 

61 


48 

39 

46 

74 

48 

51 

63 


49 

40 

46 

75 

49 

51 

64 


50 

40 

47 

75 

50 

52 

64 



48 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Office Buildings 


First Class, Steel Frame 


Years 

Depreciation 

Years 

Depreciation 

Years 

Depreciation 

1 

2% 

10 

13% 

18 

19% 

2 

4 

11 

14 

19 

19 

3 

6 

12 

15 

20 

20 

4 

7 

13 

15 

21 

20 

5 

8 

14 

16 

22 

21 

6 

10 

15 

16 

23 

21 

7 

10 

16 

17 

24 

22 

8 

12 

17 

18 

25 

22 

9 

13 






In addition to this depreciation on individual buildings there 
was often a special depreciation in Cleveland used for locations 
that had become undesirable for their original purpose, etc.; and 
there was usually a discount of 10 per cent on residence property 
facing street-car lines. 

No Allowance, ^his-question of depreciation is seldom under¬ 
stood or attended toby the average citizen when building for in¬ 
vestment. He gets a rent that may return 10 per cent per annum 
on the cost of the property, but there are several items to be de¬ 
ducted before the net income is found. One of these items is de¬ 
preciation. 

Disregarding the value of the lot, which may increase or decrease 
in value, or be leased, let us consider a case where a $5000 house 
brings in $40 per month, and that a deduction has been made for 
the lease or return for the lot, leaving the $40 for the building 
proper. Rental agencies usually calculate one month per annum 
for vacancies, and there are also insurance, taxes and repairs to 
consider. A depreciation of 1^ per cent per annum cuts off $75, or 
practically $6 per month. The net amount is really only $34. If 
depreciation is not allowed there will be nothing to show at the end 
of the 661 years. There will thus be a dead loss of $5000. The 
answer to that is that few of us look forward 66f years. We may 
take more thought for the morrow than we should, but not such a 
long look ahead as two generations. 

Some Authorities 

Modern Buildings. In discussing modern fireproof and other 
buildings Mr. J. E. Randall, president of the National Association 
of Building Owners, and manager of a $12,000,000 property in 















DEPRECIATION 


49 


Chicago, said that the life of the steel, terra cotta and masonry of 
a steel constructed fireproof building may reasonably be placed 
at 75 years. The life of the boilers, steam heating system, vacuum 
system, electric wires, elevator system and the operating equipment 
may be reasonably be placed at 10 years, because at the end of that 
period, and in many cases before, new boilers and pumps have 
become necessary, and the installation of electric wire has become 
hardened and useless, or new city requirements have caused their 
replacement. 

Five years is a good life for an electric cable. Steam pipes installed 
in a horizontal position and where the action of the return of the 
distilled water is strongest, often do not last longer than 5 yrs. 
Elevator gates would not last 10 years except with the necessary 
repairs and replacement of parts. Plumbing requirements become 
very heavy in that time. 

“I feel,” Mr. Randall said, “that although the life of a structural 
part of a building might be 75 years, yet we must make a reduction 
of 25 for its becoming out of date and obsolete. Office buildings 
constructed 40 years ago are almost obsolete to-day, although consid¬ 
ered the best of their kind at the time of construction. There is 
no reason to expect structural advancement to stand still in the 
next 50 yrs any more than it has in the past.” 

These figures show that the high buildings are not desirable in 
average cities and towns, no matter what the building managers 
may think. There is really no use for a building more than five 
stories above the sidewalk in any city, except a few of the largest, 
and even in them a limit of ten should be set. For most towns a 
three story limit would pay all around. When a building of that 
size becomes obsolete the loss is not great. 

Near the end of 1921 the Building Managers’ Association of 
Chicago issued a bulletin on the life of an office building which con¬ 
cluded as follows: “Six directors prepared individual opinions, the 
consensus of which was that it is not safe from an investment 
standpoint to assume that the profitable life of even the best fire¬ 
proof office building in Chicago will exceed from 30 to 40 years 
from the date of its construction.” 

It is not that the structure is not strong enough to last twice as 
long, but it is not “up-to-date.” It may be that we are getting 
too fastidious, and forgetting the difference between a parlor and 
an ordinary business office. 

The bulletin gave a list of almost forgotten names of prominent 
office buildings which were removed after lives of less than 30 years 
to make room for “up-to-date” skyscrapers. 

Steel Framework. When an 8-story building was taken down in 
Pittsburgh to make room for a larger, after a life period of 12 years, 


50 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


architectural engineers and architects took a great interest in the 
condition of the steel. It showed no sign of deterioration. The 
rivets were tight, and even the underground work was in perfect 
order. 

Mill Construction. The National Lumber Manufacturers’ Asso¬ 
ciation has issued a number of booklets in connection with the use 
of lumber, and one of these shows that in some ways lumber should 
not be held responsible for the fires that are charged against it, but 
bad building laws and other causes. 

With respect to depreciation the “Structural” book says: “Many 
mill-constructed buildings in New England are practically as good 
to-day as when built a hundred years ago; while frame dwellings 
will last for generations, as evidenced by colonial homes which are 
still sound and comfortable after more than a century of use.” 

“In buildings of the standard mill construction type depreciation 
is commonly estimated at from 1 to If per cent annually. This, 
of course, is based upon well designed buildings, properly con¬ 
structed of good materials.” 

“Taking into consideration several principal factors, such as 
community changes, expansion of city growth, developments in 
architectural types, and housing requirements, a 30 to 40 year 
period is a fair estlfnato of the term of usefulness of any kind of 
structure. In view of this, well designed and properly built timber 
structures will in many cases meet all requirements of occupancy 
and use, and prove very economical, both in first cost, and in 
ultimate alterations and removal.” 

The mill construction rate is reasonable in giving a life period of 
from 100 to 67 years for the best buildings. 

Experts. The National Association of Real Estate Exchanges 
adopted a schedule of annual depreciation as follows: 

Steel and reinforced concrete buildings five years old or less, 1 per 
cent; more than five years, 2 per cent. 

Mill constructed buildings and fireproof apartment buildings, 2 
per cent on buildings five years old or less; 3 per cent above this. 

Brick and lath buildings, including old flat buildings, 3 to 4 per 
cent. 

Old frame and nearly obsolete buildings 5 per cent and up. 

Planing Mills. The authorities allow on these 3 per cent on 
brick buildings, 5 per cent on wood buildings, and 10 per cent on 
equipment. This from the Millwork Cost Bureau, Chicago, with 
500 members. 

Realtors. The experts in real estate set forth some figures on 
ordinary dwellings of interest to investors: 

“Depreciation is figured on the useful life of the building, not 
the structural life. A building might stand a hundred years, and 


DEPRECIATION 


51 


yet have a useful life of less than half that period.” (But this 
simply means that a city plan was at fault, for it is possible to so 
plan as to make the useful life equal to the structural.) 

“The average well built frame residence has a useful life of 40 
yrs, according to the best authorities. They hold that the allow¬ 
ance, or deduction for depreciation should be 1.65 per cent per year 
for the first 25 years, 1.65 to 3.30 for the next 10 years, and 7 per cent 
for the last 5 years.” (In a well planned city and with sound con¬ 
struction, especially as to sills on the frame house, the minimum 
might be 75 years, and the colonial houses more than prove it.) 

“Let us take a practical example: A house that was built 25 
years ago is offered for sale. To replace it at present cost of materials 
and labor would cost $4000. The depreciation for 25 years at 1.65 
per cent per year would be 41.25 per cent. Deducting 41.25 per cent 
of $4000 from that amount leaves $2350, the actual value of the 
building.” 

Sinking Fund. This is meant to be ready to replace the build¬ 
ing when its life period is ended. 

“On a frame flat building 1.02 per cent of the value compounded 
annually at 4 per cent will yield the principle in 40 years, the com¬ 
mercial life of such a building. In the case of cement brick, or 
stone building, the percentage is .816 annually for 50 years.” 

“It is usual to deduct 10 per cent of the gross rentals for va¬ 
cancies. The usual charge for managing properties is 5 per cent 
of the gross rental.” 

Approximately 1 per cent is allowed for a sinking fund. But 
this is on the basis of materials and labor about as when the build¬ 
ings was erected. A reference to price list shows how materials 
rise in value. Steel beams were once set at $40 per ton in the build¬ 
ing, for plain store fronts, under store floors, and such places; in 
war times they were $110 in some parts of the country. Lumber 
doubled in price. So with other materials, and the rates for labor 
also rose. The 1 per cent is too low to meet the rise. But from 
war prices to the future it may work well. 


52 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Depreciation 

Several buildings in Europe are more than a thousand years old 
and from that down to a hundred the list is without end. Many 
frame houses in the United States are more than a century old, 
and will last for a long time to come. It is well to remember this 
in reading the following tables: 


Table of Depreciation in Buildings—World Almanac 
(By R. M. Hurd) 


Construction and Occupancy 

Term of 
life in 
years 

Rate of 
fund pro¬ 
posed in 
per cent 

Term of 
sinking fund 
at 3 per cent 
in years 

Cheap frame, tenement. 

10 to 

15 

10 to 5 

9 to 16 

Cheap frame, residence. 

25 to 

30 

3 to 2 

23 to 31 

Better frame, residence. 

50 to 75 

2 to 1 

31 to 47 

Cheap brick, tenement. 

25 to 

30 

3 to 2 

23 to 31 

Cheap brick, resident-/.. 

35 to 

50 

2 to r 

31 to 47 

Cheap brick, office building.... 

25 to 

30 

3 to 2 

23 to 31 

Better brick, residence. 

50 to 

75 

H to 1 

37 to 47 

Good brick or stone office bldg. 

75 to 100 

1 

47 


Economic Existence of Buildings 


Type of Building 

Life in 
years 

Type of Building 

Life in 
years 

“Taxpayer”. 

12 to 15 

Office and business bldg. 

27 to 33 

Hotels. 

15 to 18 

Lofts and factories . 

33 to 37 

Apartment houses.... 

18 to 21 

Residences. 

37 to 44 

Store buildings. 

Tenements and flats... 

21 to 25 
25 to 27 

Banks and institutions. 

44 to 50 


Electrical Plants. Some of the experts set 3 per cent, which 
is too low; state commissions set about 5 and G. 



























DEPRECIATION 


53 


Insurance Adjusters’ Allowances as Compiled by James N. 
Brown, St. Louis 


U. S. Base in 1913 = 100: This table = 80: Change to suit, any year by 
U. S. Index Nos. 


Farm and Country Property 


Per cu ft, Cts 


Dwellings, frame, small box house, no cornice. 

Dwellings, frame shingle roof, small cornice, plain. 

Dwellings, brick, same class. 

Dwellings, frame, shingle roof, good cornice, sash 

weights, blinds, good house. 

Dwellings, brick, same class, good house. 

Barns, frame, shingle roof, not painted, plain finish.... 
Barns, frame, shingle roof, painted, good foundation. . . 

Stores, frame, shingle roof, painted, plain finish. 

Stores, brick, shingle roof, painted, good cornice and 

finish. 

Ordinary wood churches and schools. 

Ordinary brick churches and schools. 

If slate or metal roof add |c per ft. 

City and Village Property 

Dwellings, frame, shingle roof, pine floors and finish, 

no bath room or furnace, good house. 

Dwellings, brick, same class. 

Dwellings, frame, shingle roof, hardwood floor in hall 

and parlor, bath, furnace and fair plumbing. 

Dwellings, brick, same class. 

Dwellings, frame, shingle roof, hardwood first floor, 
good plumbing, furnace, artistic design, interior 

ornamentation, well painted. 

Dwellings, brick, good plumbing, bath, hot and cold 
water, pine finish, well painted, no hardwood finish... 


4 


5 

to 

6 

7 

to 

8 

7 

to 

8 

9 

to 

10 

n 

to 

2^ 


to 

3 

5 

to 

7 

7 

to 

9 

5 

to 

7 

8 

to 

10 


6 

to 

7 

8 

to 

9 

8 

to 

9 

8 

to 

10 

10 

to 

12 

11 

to 

12 






















51 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


The Wear and Tear of Building Materials 

At the tenth annual meeting of the Fire Underwriters’ Associa¬ 
tion of the Northwest, held at Chicago in a low-price era, Mr. 
A. W. Spalding read a paper on the wear and tear of building mate¬ 
rials, and tabulated the result of his investigations in the following 
form: 


Material in Building 

Frame 

Dwelling 

Brick Dw’ng 
fSh’glePoof) 

Frame Store 

Brick Store 
(Sh’gleRoof) 

Average Life 
Years 

Per Cent of 
Depreciation 

Per Annum 

Average Life 
Years 

Per Cent of 
Depreciation 

Per Annum 

Average Life 

Years 

Per Cent of 

Depreciation 

Per Annum 

Average Life 

Years 

Per Cent of 

Depreciation 

l i*( Arn.i in 

Brick. 



75 

u 



66 

u 

Plastering. 

20 

5 

30 

a 

3* 

16 

6 

30 

2 

sh 

Painting, outside. 

5 

20 

7 

14 

5 

20 

6 

16 

Painting, inside. 

7 

14 

7 

14 

5 

20 

6 

16 

Shingles. 

10 

6 

16 

6 

16 

6 

16 

6 

Cornice. 

40 

2* 

40 

2 * 

30 

3|- 

40 

2\ 

Weather-boarding... . 

30 

31 



30 

3* 



Sheathing. 

50 

2 

50 

2 

40 

2i 

50 

2 

Flooring. 

20 

5 

20 

5 

13 

8 

13 

8 

Doors, complete. 

30 

3* 

30 

3* 

25 

4 

30 

3* 

Windows, complete.. . 

30 

3* 

30 

3* 

25 

4 

30 

H 

Stairs and newel. 

30 

3* 

30 

3* 

20 

5 

20 

5 

Base. 

40 

2i 

40 

2* 

30 

3* 

30 

3£ 

Inside blinds. 

30 

3* 

30 

3i‘ 

. 30 

3| 

30 

3* 

Building hardware.. . . 

20 

5 

20 

5 

13 

8 

13 

8 

Piazzas and Porches.. 

20 

5 

20 

5 

20 

5 

20 

5 

Outside blinds. 

16 

6 

16 

6 

16 

6 

16 

6 

Sills and first-floor 









joists. 

25 

4 

40 

2\ 

25 

4 

30 

3* 

Dimension lumber.... 

50 

2 

75 

u 

40 

2t 

66 

H 


These figures represent the averages deduced from the replies 
made by 83 competent builders unconnected with fire insurance 
companies, in 27 cities and towns of 11 Western states. 





































DEPRECIATION 


55 


United States Government Allowance 

The estimate used by the United States Government is as follows: 


Per Cent 
per Year 

Brick, occupied by owner. 1 to 1| 

Brick, occupied by tenant. If to 1^ 

Frame, occupied by owner. 2 to 2f 

Frame, occupied by tenant.. to 3 


According to that a frame house occupied by a tenant will not 
last more than 40 years, so that the rent should be high enough, 
not only to pay interest on the investment, but to establish a sort 
of a sinking fund to replace the building. These figures allow for 
ordinary repairs. With care half of that depreciation is enough. 

In “Work and Wages” the late Prof. Rogers, of Oxford, says: 
“Now the quality of the work in the old times of which I have 
written is unquestionable. It stands to this day a proof of how 
excellent ancient masonry was. The building. .. .is still standing 
as it was left 4 centuries ago. I am persuaded that such perfect 
masonry would have been incompatible with a long hour’s day. 
You may still see brickwork of the next century, which I venture 
on asserting no modern work would parallel and within 5 minutes’ 
walk of it Roman brickwork, probably 16 centuries old, which is as 
solid and substantial as when it was first erected. The artizan who 
is demanding at this time an 8-hr day in the building trades is simply 
striving to recover what his ancestor worked by 4 or 5 centuries 
ago. It is only to be hoped that he will emulate the integrity and 
thoroughness of the work which his ancestor performed.” 

By this it may be inferred that there is something seriously wrong 
when the life of average brickwork is limited to 75 years. 

Crossties. They are known as sleepers on the other side of the 
Atlantic, but under whatever name they rot too soon. The quality 
is not so good as formerly. 

It takes 2880 ties to the mile of single track, or about eight car¬ 
loads. But range is from 2720 to 3564. 

The Division of Forestry, Washington, Roth report, sets the dura¬ 
bility of ties as follows: 

Years 


Redwood. 12 

Black locust. 10 

Cypress and red cedar. 10 

Oak (white and chestnut). 8 

Chestnut. 8 











56 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Years 

Tamarack. 7 to 8 

Cherry, black walnut, locust. 7 

Elm. 6 to 7 

Longleaf pine. 6 

Hemlock. 4 to 6 

Spruce. 5 

Red and black oaks. 4 to 5 

Ash, beech, maple. 4 


“Long experience has put the average life at eight years. In 
recent years the railroads have practically doubled the life period 
by a process of creosoting the tie before it is laid.” 

The creosoted tie is expected to last twenty years. 

In England the rail is bolted down in a “carriage” instead of 
being spiked. A large American road has adopted the system of 
boring four holes for bolts and putting a plate on top and bottom 
of the tie. The rail is held down by the top plate on the carriage 
system. 

Some roads are planting trees along their right of way for future 
supply. Steel ties and reinforced concrete ties are not suitable. 
They are not “resilient” enough. A good auto tire is resilient. 

General Municipal. The Controller of Philadelphia reported as 
a general condition: 

“The average life of each dollar’s worth of city structures, non- 
structural improvements and equipment at present is 60.62 years 
Taking the property and equipment separately, the average life of 
each dollar’s worth of structures and non-structural improvements 
is 62.72 years; while the average life of each dollar’s worth of equip¬ 
ment is 21.92 years. The fact that the average life of the equip¬ 
ment and property combined is only 2.1 years less than the average 
life of the structures and non-structural improvements, apart, from 
the equipment, is owing to the fact that the city, for every dollar 
that it has invested in its equipment, has $18.50 invested in its 
structures and non-structural improvements.” 

CAST-IRON PIPE 

Source. Most of the following data are taken from “Pipe and 
the Public Welfare,” by R. C. McWane, Secretary of the Cast-Iron 
Publicity Bureau, New York. 

Some day we may come to an ideal civilization when the best in 
all lines will be so well known that difference of opinion will be at 
an end, just as it is with many products now. Portland cement 
has won as against lime for the best structural purposes. Civiliza- 










DEPRECIATION 


57 

tion is gradually crowding out the wood shingle on account of fire 
dangers. In railroad bridge work structural steel has won as 
against the former cast-iron kind. And so on, in many lines where 
experience has rendered a final verdict. 

But the battle still rages around fireproofing; and the face brick 
men tell of granite and stone spalling in fires; and with electrolysis 
on the one hand and the decay of wood on the other, the pipe men 
have their innings. The reinforced concrete enthusiasts tell us that 
both iron and wood will have to give way to a better material; 
but the vitrified tile manufacturers show damaging photos of dis¬ 
integrated concrete sewers, while the tJ. S. Reclamation men tell 
of the bad effect of alkali soils on all but the very best of concrete 
pipe. 

Versailles. The cast-iron pipes to supply the water for that 
“abyss of expenses” were put down from 1664 to 1687, and are still 
in working order. There are more than a dozen miles of them. 
The sizes run as high as 13 in and 20 in, which were “whalers” for 
that age. The lengths were 1 meter, or about 3 ft 3 in, joined by 
means of bolted flanges. Any repairs have been at the joints and 
not in the pipes themselves. So far as depreciation goes this is a 
fair record. 

At Rheims the water supply was laid down in 1748 by M. Godinet, 
canon of the cathedral. Most of the pipes in the system were of 
lead, but some were of cast iron, dug up in good condition in 1840. 
This is another good depreciation record for 8-in pipes 4 ft long. 

Several other French cities have pipes that have lasted for longer 
than a century. 

London and Glasgow have had cast-iron pipes in use for 100 to 125 
years. Philadelphia has a century plant for a small part of the 
present distribution system. The older cities of this country and 
the cities of Europe have cast-iron pipe records that run back for a 
century also. This for gas as well as water, although the pipes 
do not, as a rule, last so long. New York up to the end of 1921 
had 3600 miles of cast-iron gas pipes, and more than 3000 of water. 
Boston has 1100 miles of gas pipes; Philadelphia, 1500. 

Depreciation. “Exhaustive tests have proven that cast-iron loses 
through corrosion approximately 1 per cent of its original thickness 
and strength in the first ten years underground. Should the same 
ratio of loss continue, the pipe would be entirely consumed in a 
thousand years. But further tests have proven that, under normal 
conditions, corrosion of cast-iron pipe ceases after the first ten years, 
so that its life may be said to be even larger.” 

After giving records from a score of European cities like Versailles 
with 250 years, Weilburg with 210, and others from these figures 
down to a century the conclusion is: 


53 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


“Cast iron has of course been in use in this country a shorter 
time, but no cast-iron mains are now known here that have worn 
out, or rusted out. 

“We thus see that the structure itself is practically everlasting. 
Reasons of expediency, increase of population requiring larger 
mains, and other contingencies may cause the obsolescence of cast- 
iron pipe before its physical deterioration. On account of these 
factors, which in most cases are remote, it is customary in calculating 
to assign a useful life of 100 years to cast-iron pipe.” 

The “American Gas Light Journal ” under the heading of “External 
Corrosion of Cast-Iron Pipes,” said: “Under ordinary conditions of 
soil, cast-iron pipe has a probable life of from one to three centuries, 
as far as external corrosion is concerned. (2) Under certain soil 
conditions, such as salt marshes or saline soils, cast-iron pipe may 
be rendered useless in from seven to twenty years. (3) At times 
cinders and slag fills may exert a strongly deleterious influence. 
(4) Substituting wrought-iron or steel pipe for cast iron is ineffectual. 
Cast iron will outlast the others.” 

An engineering authority said in a report to water commissioners: 
“The comparative life of steel and cast-iron pipe is taken by 
various authorities 30 to 35 years for the former and from 70 
to 90 for the latter material.” 

“At a diameter of 36 in the cost of steel and cast-iron pipes is 
about the same; for smaller diameters the cost of cast iron increases 
much more rapidly than that of steel. It appears generally good 
practice to use cast iron for pipes of diameter less than 36 in and steel 
for those of larger diameter than 48 in. 

New York uses cast iron up to and including 48 in. Steel being 
thinner is often used to keep down freight charges. 

Depreciation. Letters sent to various cjties brought out the 
following replies: 

New York. Based upon the usual life of the bond, which is 50 
years, we use 2 per cent. 

Chicago. Compounded at 2| per cent. 

Philadelphia. No system adopted. “Pipe now in use nearly 
100 years old.” 

Boston. No system yet adopted. “We usuallv consider a fair 
estimate of the life of our pipe to be 60 years.” 

St. Louis. “The life of cast-iron pipe is generally taken here at 
100 years.” 

New Orleans. “Always assumed 80 years as life of cast-iron 
pipe.” 

Baltimore. No system of depreciation. “Cast-iron pipe first 
laid in 1805—condition still good.” 

Minneapolis. “Proceedings of the A. S. C. E. given by several 


DEPRECIATION 


59 


authorities on water works valuation, a range of 50'to 75 years 
of life of cast-iron pipe. This would be equivalent to from 2 to 
1.33 per cent. • Our soil is very favorable to long life and when 
figuring life of water mains as a whole, we generally say about 
1 per cent.” 

Montreal. No rate adopted. “ Pipes may become too small for 
population after 40 or 50 years. That condition is the greatest 
cause for depreciation in value of water mains. Cast iron itself in 
ordinary soils is well-nigh everlasting.” 

Toronto. No rate adopted. “Here we consider the pipe good 
for 100 years at least.” 

Scrap. In “Pipe and the Public Welfare,” a long list of failures 
of steel and wrought-iron pipe is given. A few extracts are set 
down here to aid valuators in depreciation allowances: 

From Cincinnati Water Works “With but few exceptions all 
cities having adopted in the original construction wrought pipe, 
are now using cast-iron pipes. It is yet to be proven that wrought- 
iron pipe, whether coated with asphaltum, enameled, galvanized 
or cemented can be relied on beyond ten years. In our practice 
five years is the limit of its durability.” 

Wentworth Report of Salem Fire: “The wrought-iron water mains 
did not burst until after the fire had spent its force, but the constant 
fear of their known weakness paralyzed all efforts to use water.” 
Three other towns turned their supplies into Salem’s, but under 
the fear that the pipes would burst. “With water enough to raft 
Salem out to sea her citizens on the borders of the fire zone threw 
away their garden hose and extinguished the sparks on their shingle 
roofs with tree-spraying outfits.” 

Rochester laid 26 miles of 38-in steel pipe. The best work was 
done, but in 7 years defects began to appear. 

Troy laid steel pipe, and in 10 years it leaked 800,000 gals per day. 
Then 6,000 tons of cast-iron pipe were bought for its replacement. 

Hammond, Ind., had to take up steel pipe. 

Atlantic City laid a steel pipe across the salt meadows under 
strict specifications. The line rusted beyond repair, was abandoned 
in 13 years, and a 48-in iron pipe put in its place. A cast-iron pipe 
laid in the same salt marsh is still in use after 20 years. 

From 10 to 30 years would thus seem to be the life period of steel 
pipe. The steel and wrought-irOn men look upon the matter in a 
different light. 

Wood Pipe. Denver has 100 miles of this, Seattle and Tacoma 
40 miles each, Detroit, 100. New York, Philadelphia and Boston 
have bored trees. Pipes may be had from the 4-in bored kind to 
14-ft diameter staved. The Remco supplied the United States with 
438 miles for the cantonments. Diameter from 4 in to 48 in. 


60 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


As to depreciation, the wood pipe companies say that if the pipes 
are kept full of water the life may run from half a century to two 
centuries. In London good pipe was dug up after 249 years of use. 

Having thus given the views of the wood pipe men as to the life 
period of their product, it is necessary to set forth what the metal 
men have concluded as to wood pipe. In order that valuators get 
a fair idea of depreciation allowances it is well to give more than 
one point of view. 

“This old wood pipe is of very small diameter, having in most 
cases an original wall thickness of 4 to 6 in. The modem stave 
pipe, wire wound or banded, is an entirely different article from the 
bored log of a century ago, and the various processes involved in 
its manufacture offer numerous points of weakness. It is already 
generally recognized that the use of wood-stave pipe is only for 
work of a temporary character. 

“In the early development of domestic water supply throughout 
the Rocky Mountain and Pacific Coast States, large quantities of 
wood pipe were used, but this has been almost entirely replaced in 
recent years with cast-iron pipe. Wood pipe is shipped to eastern 
cities—and cast iron is sent to western ones. The western ones 
have had the experience that the eastern ones will get. 

“A great danger is the destruction of the iron bands. None of 
the wood pipe installed during the past 20 or 25 years has a record 
of more than 6 or 8 years of uninterrupted satisfactory service.” 

A “Report on Life of Wood Pipe,” by D. C. Henny, Consulting 
Engineer, U. S. Reclamation Service, gives the life period as follows: 


Wood 

Condition 

Years 

Fir. 

Uncoated, buried in tight soil. 

20 

Fir. 

Uncoated, buried in loose soil. 

4-7 

Fir. 

In air. 

12-20 

Redwood.... 

Buried in tight soil, loam or sand, and gravel 

25 

Fir. 

Well coated, buried in tight soil. 

25 

Fir. 

Well coated, buried in loose soil. 

15-20 


“Under conditions interfering with the complete saturation of 
the wood, the life is cut down materially. This is serious in red¬ 
wood, resulting in a life which may be shorter than 15 years, but is 
much more marked in fir, where it may be as low, in spite of coating, 
as G years.” 

Lynchburg, Va., had a collapse in a 30-in wood main that had 
been in about 10 years. Plans were made for a change to cast iron. 

















DEPRECIATION 


61 


Conway, Ark., replaced wood pipe after a service of four years. 
The new system is of cast iron. 

Rogers, Tex., had the same experience. 

Tacoma laid a 14-in wire-wound stave pipe. It was replaced in 
7 years with a cast-iron one. 

After reading a long list of this kind it seems to those not directly 
interested in the pipe industry that there is a good deal to be said 
on both sides. Between electrolysis for the metal and lack of 
saturation and wealth of rust to attack the iron bands for the wood 
there would seem to be an opening for a pipe with the defects of 
neither and the virtues of both. Most of the electric dangers come 
from trolley lines. Motor buses may become fashionable. 

Filling Up. The velocity and discharge of new, well laid cast-iron 
pipes is about 3 per cent less than that of wood pipe. While 
allowance must be made for deterioration in cast-iron pipes due 
to tuberculation, the life is from two to four times as long on con¬ 
servative estimation, and with modern methods of pipe cleaning, 
the original capacity can be restored at very small expense.”— 
Pipe and the Public Welfare. 


CHAPTER IV 


SQUARE AND CUBIC FOOT COSTS 

Base. Unless otherwise stated this Chap, is 1913 = 100. Arrange 
prices up or down to suit year desired according to index numbers. 

These government index numbers include labor, except for 
installation in building. But when materials rise in price the labor 
of installation usually rises also, as during the war. Any difference 
between the rate of increase for material laid down at the site and 
for installation does not affect the total for square or cubic foot 
records. Actual bids vary much more. 

There are too many kinds of buildings to set a constant figure 
for labor and material proportions. In engine houses, for example, 
material may be 70 and labor 30 per cent. On large ice houses the 
record was 63 ancP37< On some structures 50-50 might suit. 

Assume a 60 and 40 proportion. Material rises 50 per cent and 
installation labor only 40. The $60 is $90, and the $40 only $56 
instead of $60 had the rise been 50 per cent also, or a loss of $4 on 
$146 total = less than 3 per cent, while bids vary up to 10 and 20. 

Approximation. Here it should be pointed out that only approxi¬ 
mate figures can be obtained by either the square or cubic foot 
method; but even these are very useful, especially in physical valua¬ 
tions. All the city of Cleveland was valped on the square foot 
system. It is by far more accurate than the guessing contest used 
by assessors over all the country. 

Exceptions. But too much reliance is often placed solely on this 
system. It needs to be checked by all ways we can think of, some¬ 
times including the cubic foot one, and always by our experience. 


Fig. 3.—Jog, but walls of same length. 

Thus, I once ran across two passenger stations built from the same 
plan and specifications, and alike in every respect excepting one: 
the first had straight outside walls, and the other had a “jog” of 
4 / X40 / , or 160 sq ft. 


62 








SQUARE AND CUBIC FOOT COSTS 


63 


As the cost of the first ran to $4 per square foot, when estimated in 
detail, it would have seemed reasonable to make the other $640 less, 
but the difference came to only about $400. With such rectangular 
or square jogs the only gain is in the floors, ceiling and the roof. 
The outside walls have the same number of lineal feet, and so has 
the cornice. 

We often see dwellings recessed in the same way, and the porch 
put in the jog. The gain as compared with a straight-line plan is 
never in proportion to the loss of floor space, for the walls cost just 
as much. Of course there is a saving in the cubic feet enclosed, and 
this counts in the heating. 

In the case of the two stations the jog might have been 10'X40', 
and at the unit rate of the straight-line one this would have made a 
valuation of $1600 less, but such an undue reduction is checked by 
noting that the outside walls are of the same length in both types. 
All factors have to be watched. 

In another case of the same nature, applied to a large blacksmith 
shop, the Annex if taken alone was worth $2 per square foot, while 
the main structure that seemed to be far more expensive, was set at 
$1.60. But the Annex for 650 sq ft of floor space required 82 lin ft 
of wall, while the main building with 6000 measured only 320 ft 
around. Here, then, in both cases, is one check—the linear feet of 
outside wall. 

Cubing. Then, with cubing to get a check , on a valuation, it is 
clear that the smaller the building the higher ought to be the unit 
price. Take, for illustration, two 1-story buildings, to reduce the 
problem to an elementary proposition, the one 10' X10' X10', and 
the other 20'X20'X10'. There are 100 sq ft in the first, and 400 
in the second, 1 and 1000 cu ft, and 4000. So far the parallel goes 
accurately enough; but we find that it takes 40 lin ft of expensive 
outside wall to enclose 100 sq ft of space; while 80 lin ft instead of 
enclosing only 200, take in twice as much. 

Size Units. An interesting article from data compiled by Charles 
T. Main was given in the “Building Age” of New York upon this 
subject of difference of cost according to size. The cost decreases 
as the width is increased. This shows one more feature that those 
who rely exclusively upon the square foot method seldom think of. 
In fact, the more the subject is studied the clearer it becomes that 
the only accurate way is to take off a bill of material, and figure 
that and labor at current rates. This is not necessary for ordinary 
buildings when valued for assessment or physical purposes with 
rate making in view. Cleveland, St. Paul, Philadelphia, Columbus, 
O., Springfield, Joliet, East St. Louis, Denver, Houston, had all 
been valued on the square foot method up to 1918. See also my 
valuation of Omaha in 1922. 


64 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


The figures from the Main article are based on a 3-story building 
with 30,000 sq ft on each floor, for illustration, but the principle is 
not tied to this particular size: 


Size 

Cost per sq. ft. 
in cents 

Outside wall 
in feet 

50X600 

99 

1300 

75X400 

87 

950 

100X300 

83 

800 

125X240 

80 

730 


“The exact figures will vary, but the relative values will remain 
practically unchanged. 

“The minimum cost per square feet is reached with a 4-story 
building. A 3-story costs a trifle more than a 4-story, a 1-story is 
the most expensive, because: 

“a. The cost of foundations does not increase in proportion to 
the number of stories. 

“b. The roof is the same for 1-story as for more. 

“c. The cost of columns, piers, and castings does not vary much 
per story as the stories are added. 

“d. As the number of stories increases, the cost of the walls, owing 
to increased thickness, increases in a greater ratio than the number of 
stories, and this item is the one which in a 4-story building offsets the 
saving in foundations and roof.’ ’ 

Saving. According to the table an investor by building a 3-story 
structure 125X240 instead of 50X600 would save about $17,000. 
In the suburbs of cities, or in country towns where many manu¬ 
factures are now locating, land might be acquired to suit the one size 
about as cheaply as the other. 

Data Wanted. This opens up a wide field for discussion. 
There ought to be a thorough investigation by some government body 
or responsible society to find the economical sizes, number of stories, 
heights of ceilings, of buildings of all kinds, and to give a description 
of the best qualities and quantities of materials that are often wasted 
as things now are. For example, it is pointed out on page 86 that 
the H school has been practically adopted by the city of New York 
as the most economical, and this after long experimenting. As may 
be noted in this chapter, the cost of the Boston schools, like that of 
all cities, is rising very high. The taxpayers there are objecting, and 
those in authority are trying to change from the first to the second 
class of construction for the sake of economy. These, and the mills 
investigated by Mr. Main, are but two classes of buildings. There 
are many others. 

Total Value. As an investment, of course, the problem is further 
complicated by the cost of the lot. A 4-story building, according to 









SQUARE AND CUBIC FOOT COSTS 


65 


the figures just given, is the most economical for some purposes,* but 
it has been found that an 8-story, fireproof one pays better returns 
upon the investment if the lot is high-priced. With a lot costing 
$40,000, for example, each floor in a 4-story structure has an investment 
of $10,000 upon which returns are expected, while an 8-story has only 
$5,000. With modern hoisting apparatus there is no such vital diff¬ 
erence between the cost of the high stories over the low ones when we 
get above ground level, although every floor above the second costs 
more than the one below; yet the lot investment decreases in propor¬ 
tion to the number of stories by which the price is divided. Heavier 
foundations and walls are necessary, but even 9" of extra thickness of 
common brick in a building measuring 200 ft. around, for an ordinary 
story, is only about $650. On high-priced land this is a small invest¬ 
ment. 

Summary. A general summary of the economical sizes of build¬ 
ings is very desirable from dwellings to skyscrapers. There is not so 
much difference between the cost of a 1-story and a 2-story house con¬ 
taining the same number of rooms. If a high basement is used the 
1-story type costs too much for this part, and the roof that requires 
even a greater area; while the 2-story has only about half the space to 
cover. 

Skyscrapers. The square feet cost allowed in the Cleveland assess- 
- ment for this class of buildings is given further on. It will be noticed 
that $3.50 is added per unit, per story. It really costs more on the 
upper stories, however. It has been estimated that the rentable— 
not the constructive—cost per square foot rises from $5.25 for the 
second and third floors to $6.30 for the fourth, and so on increasing 
to $124 for the sixty-fourth. The ground floor and basement com¬ 
bined are put at $10. 

“The construction cost of the ground floor is $20 per rentable sq 
ft. The ratio of rentable area in a 20-story skyscraper to the total 
ground area is 60 per cent. The construction cost per rentable sq ft 
of the second story is $18. 

Skyscraper Percentages. On pages 123 to 126 inclusive there 
are percentages given for various classes of buildings. The fig¬ 
ures, page 66,'are for a modern office building of the skyscraper class. 

Another Skyscraper 

In a case where a company was about to erect a building a visit 
was made to forty cities and towns to examine all the factors that 
enter into the problem. The building was then cut down from eight 
to five stories, as this was found to be the best type. It is being 
gradually discovered that very high buildings are not economical. 
The average city does not require more than a five story height. 


66 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



Cost 

Per cent 

Wrecking. 

$ 4,158.00 

.33 

Excavating. 

47,990.00 

34,876.00 

156,563.00 

95,525.00 

38,865.00 

56,222.00 

9,100.00 

39,560.00 

3.79 

Shoring. 

2.74 

Steel work. 

12.33 

Stone, cement, and concrete. 

7.52 

Fireproofing. 

3.07 

Brickwork. 

4.44 

Metal lathing. 

.71 

Plastering. 

3.11 

Millwork. 

86,100.00 

117,000.00 

40,000.00 

75,330.00 

106,200.00 

40,500.00 

21,840.00 

51,520.00 

20,335.00 

9,500.00 

75,900.00 

90,000.00 

1,025.00 

24,750.00 

1,500.00 

5,000.00 

2,250.00 

5,700.00 

8,335.00 

3,827.00 

950.00 

6.77 

Carpenter work. 

9.22 

Terra cotta. 

3.15 

Heating. 

5.93 

Elevators. 

8.36 

Electric work. 

3.17 

Sheet metal. 

1.72 

Plumbing. 

4.06 

Painting. 

1.60 

Waterproofing. 

.75 

Ornamental iron. 

5.98 

Tile and marble. 

7.09 

Weatherstripping. 

.08 

Vaults. 

1.94 

Hardware. 

.12 

Vacuum systems. 

.36 

Mail chute. 

.18 

Revolving doors, etc. 

.45 

Steel lockers. 

.66 

Refrigerating machinery. 

.30 

Roofing. 

.07 



$1:270,421.00 

100.00 


Architect’s percentage has to be added; and some accountants 
would want an allowance for interest on money during construction. 
The figures are useful and interesting as showing relative costs of a 
modern structure. 


Construction Costs of Fireproof Work 

They differ in cities, owing to various causes—rates of material 
and wages, distance from supplies, etc. The following table is set 
forth as a fair allowance for 1923 if f is added. 










































SQUARE AND CUBIC FOOT COSTS 67 


Cents per 
cu. ft. 

Greater New York.... 53 to 63 

San Francisco.48 to 60 

Chicago.45 to 60 

Boston.45 to 60 

Pittsburg.45 to 60 


Cents per 


cu. ft. 

New Orleans.45 to 56 

Oakland.45 to 60 

Denver.45 to 60 

New Haven.45 to 60 

Philadelphia.. ... 45 to 60 


Office Buildings. About 1897 to 1905 several fine Chicago office 
buildings, fireproofed, were erected for 20 to 22^ per cubic foot but 
this is too low a figure now; 60^ is about right. Mr. Kidder gives a 
list of 20 fireproof buildings running from 25 to 63 with an average of 
40^. For wood construction, 18 to 25 

No. 3 taken at the level of the first floor cost complete $20 per 
sq ft. It is of wood construction, but fireproofed with tile through¬ 
out. 

The following percentages relate to an office building; but prices 
have risen greatly. 

Cubic foot 
of building 


The foundation cost.. 

Steel framing. 

Granite and all masonry. 

Cornice, roofs and skylights. 

Fireproof floors. 

Partitions (tile). 

All plastering (plain and ornamental). 

Elevator fronts and all ornamental metal work.. 


U 

2* 

1H 

2 

3 

2 

3 

* 

5 

a 

2 


Marble work. 

Hardware. 

Joiner work. 

Glass. 

Painting and varnish. 

Electric wiring. 

Heating. 

Plumbing. 

Elevators. 

Stairs, scenic structural framing, “ making ends 
meet/’ lamp fixtures, etc. What might be 
called a fair amount for “ contingencies ” in 
such a building, including lesser items not 

mentioned here but grouped together. 

Architect’s fee. 


3£ 

2 



2 

3 

a 

1 

2 

1 


4 m- 

if 


In all 


34 m 



































68 APPRAISERS’ AND ADJUSTERS' HANDBOOK 


a cubic foot for a building of that character ready to have furniture 
moved in. 

In 1923 55 to 60^ would be the figure. 

To show that some of those figures remain pretty constant in 
the same relation to total size, the Chicago Post Office, a building 
of 12,000,000 cu ft and of monumental character and finish, costs, 
in some of its items, pretty nearly the same as that office building. 


Its foundation cost. 

The steel framing. 

Granite and masonry. 

Fireproof floors. 

Plaster, plain and ornamental 

Ornamental metal work. 

Marble... 

Plumbing. 

Heating. 


Cubic foot of 
entire building 

. H 

. 2* 

. m 

2 

.... 3 

... If 

. 2 * 

. 5f 

i 

. 2 

. i£ 


Per Square Foot. An office building erected for a railroad with 2 
stories, no basement, brick walls, tile roof, wood construction, 8500 
sq ft, cost $7.50 per square foot of ground area which is far too high 
a figure for a plain building, especially when heated from a central 
plant. 

The Ventilating System for above building cost, for pipes and 
ducts, $750; motor and fan, $850; registers, $75. 

Frame Offices. Owing to the high cost of lumber in some sec¬ 
tions of the country, 1-story frame office buildings, with shingle 
roofs, run from 8 to 12j£ per cubic foot, or $1.40 to $2.00 per square 
foot. 

Vaults. Ordinary, with hollow brick walls. One 10'X10'X8'9" 
with 13-in and 9-in walls, no shelving, but lining and door, $450. 
Steel shelving complete, $850. 

Y. M. C. A.’s. From 12 to 24^ per cubic foot in brick and wood 
The Omaha building finished in 1907 is 132' X157', and 76 ft. above 
the ground in front. It contains 100,000 sq ft of floor space, and 
1,768,000 cu ft. It cost $230,000 or $2.30 per square foot; 13^ per 
cubic foot about $11 on area of street floor. 

Post Offices. They run from 21^ up to $1.23 per cubic foot at pre¬ 
war figures. 

Omaha, Neb.. . $0.71 per cu ft Fort Scott, Kans. $0.31 per cu ft 


So. Omaha.25 “ St. Louis, Mo... .97 

Lincoln.43 “ Kansas City, Mo. .57 

Beatrice.31 “ Chicago, Ill.49 













SQUARE AND CUBIC FOOT COSTS 


69 


Nebr. City.21 per cu ft Denver, Colo. . . .50 per cu ft 

Co. Bluffs, la .. .45 “ St. Paul, Minn... .65 

Sioux City, la.. .17 “ New York. 1.03 “ 

Wichita, Kans.. .23 “ Boston. 1.23 “ 


Exposition Buildings.—At Chicago the Forestry Building cost 75j£ 
per square foot; the Administration, $9.18; 2 others $2.12 and $2.35; 
and the rest from $1.04 to $1.69. 

At St. Louis the Art Pavilions, $5.45; Government buildings, 
$2.43; agriculture, 58^; others from 77^ to $1.38. 


Cost of Telephone Buildings 

Modern. For the regular, skyscrapers, fireproof type the cost is 
about the same as for any structure of such nature, used for other 
businesses. The rooms are larger, and thus the expense of par¬ 
titions has not to be considered, but there are other requirements 
that offset this. 

The following figures are for buildings of two and three stories, and 
are from actual valuations in detail, and from the bids of contractors. 

The square foot cost is taken on the ground floor only. Thus a 
three story and basement building at $24 per square foot would be 
only $6 if the area of the basement and other floors were taken in. 
The first two are fireproofed, three stories and basement. 

See Chapter XVI for the cost of a 15-story building. 


Table of Cost 


Number 

Area of first 
floor in 
square feet 

Cost per 
square foot 

Cubic feet 

Cost per 
cubic foot 

1 

4356 

$20.00 

279,000 

$.31i 

2 

4356 

16.00 

250,000 

.28 

3 

3022 

8.00 

100,000 

.24 

4 

2765 

9.50 

98,000 

.27 

5 

3250 

14.00 

150,000 

.30 

6 

8700 

8.00 

399,000 

.17* 


No. 1 is a corner building, and thus higher in cost than No. 2, an 
insida one. Nos. 3, 4, and 5 are of brick and wood construction of a 
better quality than ordinary; and No. 3 is the best of them, with a 
heavy trussed roof. They are two stories and basement in height. 

No. 6 is a supply warehouse, 66' X132', three stories and basement. 















70 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Street Car Barns. 

Per square foot 

Timber barn, two-track bays, side covered with cor¬ 
rugated iron. $0.70 to $0.90 

Timber barn, three-track bays, brick or stone walls. 1.40 to 1.70 
Fireproof concrete barn, three-track bays, concrete or 

brick walls. 1.75 to 2.50 

Clear span steel roof, eight to ten tracks, brick walls 2.00 to 2.50 


Railroad Shops. The most expensive ones in Nebraska are valued 
at $4.20 per square foot. This high price is on account of the heavy 
stone foundations and walls laid up in a first-class manner. 

Which System? Here we run across the method of the Asso¬ 
ciated Factory Mutual Fire Insurance Co’s in which foundations 
are not included for fire risk, as they are safe. But, as shown in 
Chapter I, heavy foundations are not considered as adding any 
value to a building. At the time the stone shops were appraised 
a modern machine shop cost $3 per square foot complete, even 
including pile and heavy concrete foundation. According to the 
theory no such building should be appraised at more, regardless of 
the physical units or totals. In crawling through the Grand Island, 
Neb., shops I saw quarries of stone in the cellars, with bases 8'X8', 
and tops 3'X3'. 

Industrial Buildings. Two examples are here given to show cost 
and insurance rates. The rate per square foot is actual surface on all 
floors, and not on ground alone. Both structures are of reinforced 
concrete. 

Bush Terminal Co., buildings Nos. 5 and 6. Each building is 
600'X 75' in plan, 82 ft high—6 floors. There is a connecting wing 
between the two buildings which is 100'X205'X94' high—7 floors. 
Designed floor load, 200 lbs per sq ft; windows, 50 per cent of wall 
area; beam and girder construction; column spacing, approxi¬ 
mately 25'X18'; concrete curtain walls; roof, concrete covered 
with Barrett roofing; floors, granolithic concrete; fire protective 
devices, sprinklers, hose, tanks, fire doors and wire glass; insurance 
rate varies from 8.4^ to 11.9^ per $100 on buildings. Cost of con¬ 
struction, per cubic foot; 81^. per square foot. 

Sugar and coffee warehouse of Arbuckle Bros., Brooklyn, N. Y. 
Size 206' X 200' in plan, 162 ft high—12 floors. Designed floors load, 
200 and 300 lbs per sq % ft. Windows, 50 per cent, of wall area, 
Beam and girder construction; column spacing, 18' 2"X22';. con¬ 
crete curtain walls; roofs, cold-twisted bars for reinforcing; roof, 
concrete covered with Barrett roofing; floors, granolithic and also 
maple flooring. Protective devices, sprinklers, hose, tanks, fire doors, 
wire glass and scuppers. Insurance rate, 14.6^ per $100 on building 
and 46.6 per $100 on contents. 




SQUARE AND CUBIC FOOT COSTS 


71 


Unit Costs of Reinforced Concrete Structures 

The following table is used by a large eastern designing firm. As 
an approximate allowance it is of value, but it will be noticed that the 
units are much lower on machine shops, power house, and store 
houses than those given elsewhere. 


Type of 

Dimensions 

Live load 
per 

Cost above 
foundation 

Cost including 
foundation 

building 

ft 

square foot, 
lbs 

Square 

foot 

Cubic 

foot 

Square 

foot 

Cubic 

foot 

Machine shop. . 

120X50 

4-story 

150 

$1.05 

$.008 

$1.17 

$0.09 

Machine shop.. 

220X100 

1-story 

sawtooth 

skylights 


1.65 

0.09 

1.75 

0.10 

Cartridge factory 

223 X 56 
2-story 

300 

1.40 

0.09 

1.55 

0.10 

Cotton mill.... 

550X129 

2-story 

75 

0.99 

0.07 

1.06 

0.05 

Weave shed.... 

341X231 

1-story 

sawtooth 

skylights 

125 

1.66 

0.064 

1.79 

0.07 

Power house. . . 

90X62 


2.53 

0.115 

2.67 

0.12 

Store house.... 

181X56 

4-story 

150 

1.08 

0.065 

1.15 

0.07 

Store house.... 

256X100 

12-story 

150 

0.90 

0.09 

0.98 

0.105 

Store house.... 

223X56 

2-story 

300 

and 1000 

1.20 

0.08 

1.35 

0.09 


The “ Building Age,” New York, gave some good figures on a 
standard reinforced concrete building. W. P. Anderson, of the Ferro 
Concrete Construction Company of Cincinnati, assumed a typical 
structure, not including excavation, heat light and elevators, and 
made up some useful data: 

The load was set at 150 lbs per sq ft, column spacing, 18-ft story 
heights, 12. The base cost on a structure 50 X50 ft came to $1.55 per 
sq ft of floor space. At 50X100 ft the unit is $1.20. At 50X150, 
$1.12. At 50X200, $1.07. This illustrates the Main figures already 
given. Manufacturers going to the country towns may build 
cheaper than in the city. 

The typical building was assumed to be from 4 to 10 stories high. 
A 3-story building would cost a trifle more per square foot of space. 
A 2-story would cost from 10 to 12 per cent more than the figures; 
and a 1-story, from 15 to 20 per cent more. 

If the width is decreased from 50 to 25 ft the unit cost is increased 
from 35 to 45 per cent; while an increase in width cuts down the unit 
cost. 

















72 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 

In a 6-story building the decrease in cost for a 75-lb load is about 
I2i per sq ft of floor space. 

When columns are spaced about 15 ft apart both ways the cost is 
about 6 per cent greater than when they are set about 25 ft. 

The whole estimate was based on plain factory styles, with no 
interior partitions except around stairs, elevator shafts, etc. 

The percentage of window area to wall area has little effect on unit 
cost, when a steel sash window and ordinary glass were used; but with 
wire glass the cost is considerably more than for plain wall,—about 
twice as much per square foot. 

War Work. On two large reinforced concrete buildings in Wash¬ 
ington, D. C., 273X391, and with 192,000 sq ft of net floor area the 
cost per square foot was less than $1.25, including heating, lighting, 
plumbing and railway siding. This is $1.25 per foot of floor space, 
and not of ground floor only, for the buildings were two stories high. 
The cos' would be about doubled if taken on ground area only. 
They were erected by the E. H. Mosher Company in about two 
months. The buildings are of reinforced concrete throughout, 
with 8-in walls and a gravel roof to make assurance doubly sure.” 

Warehouses. Three of the largest in Omaha, built when prices 
were low, cost from 6| to 8^ per cubic foot. They are of mill con¬ 
struction and from 5 to 6 stories high. Bids on two others ran under 
7|4. One of the cheaper construction cost 5^. One story 12 ft 
high, no basement, $1.80 per square foot. 



Another building with 600,000 cu ft cost 16j£, but this figure was 
reduced to 13^, if heavy retaining wall,—not properly to be charged 
to structure,—steel roof, and piling were omitted. Partly used for 
office. Tile roof. 

Factories. Cotton mills are usually estimated by the square foot 
taken on all floors. In New England the cost runs from 85^ to $2.25, 
while in some southern states 70^ is a large enough figure. 


Approximate Cost of Mill Buildings 


(Courtesy of Charles T. Main, Engineer, 201 Devonshire St., Boston) 

Note. The tables are dated December, 1909. The 1922 Main chart gives 
an average of 90 for that year as compared with 100 for 1913 and 1914, in the 
same chart. These tables are not from the index numbers of the United States, 
but from independent sources and include labor, and the various proportions 
of material as they enter into a building. The index numbers are given in 
Table C. 

Conditions. The cost given include plumbing, but no heating, 
sprinklers, or lighting. These three would add about 10^ per square 
foot of floor area.” 


“ The height of stories is varied, being set at 13 ft high if 25 ft wide, 
14 ft if 50 wide, 15 ft for 75 wide, 16 for 100 ft and over.” 


SQUARE AND CUBIC FOOT COSTS 


73 


Modifications. There are many, as all builders know. A few 
are noted: 

(c) Buildings for storage with low stories and no top floors, cut 
off about 10 per cent for large low buildings, to 25 per cent for small 
high ones, about 20 per cent being fair. 

If of wood, substantially built, 13 per cent for large 1-story build¬ 
ings, to 50 for small high buildings, and 30 is usually fair. (These 
deductions are from the tables and curves. In some sections of 
the country wood is almost as expensive as masonry.) 

(/) The floor loads are set at a total of 75 lbs per sq ft for brick 
buildings of the “ slow burning ” type. 

(2) “A building, no matter how built nor how expensive it was 
to build, cannot be of any more value for the purpose to which it is 
put than a modern building properly designed for that particular 
purpose. The cost of such a modern building is then the limit of 
value of existing buildings.” (This theory set forth by Mr. Main 
is worthy of note, as some of the railway valuators would not accept 
it. The Mutuals also stand by it.) 

(3) Foundations. “ The diagrams can be used as a basis for 
insurance valuations after deducting about 5 per cent for large 
buildings to 15 for small ones.” 

Unit Prices. “ The cost of brick walls is based on 22 bricks per 
cubic foot, costing $18 per 1,000 laid#” 

“ Openings are estimated at 4Qft per square foot, including win¬ 
dows, doors, and sills.” (But steel lintels are not ordinarily used in 
cotton mills, and they must be added if required. The Main figures 
are for the ordinary arched top.) 

“ Ordinary mill floors, including timbers, planking, and top floor 
with southern pine at $40 per M ft B M and spruce planking at $30 
per M ft B M, cost about 32^ per square foot; 40^ if columns are 
included. 

“ Ordinary mill roofs covered with tar and gravel, with lumber at 
the foregoing prices, cost about 25ft to 30^ per square foot.” 

“ Add for stairways, elevator wells, plumbing, partitions, and 
special work.” 

Some of these prices were doubled and tripled in war times, but 
even then lumber close to the forests cost less than is given. Loca¬ 
tion, freight, labor, and all factors have to be considered. 

Stairways and Elevator Towers. “ Allow two stairways and one 
elevator tower in buildings over two stories high up to 150 ft long.” 

“ Allow two stairways and two towers up to 300 ft.” 

“ Allow three stairways and three towers over 300 ft.” 

Brick walls enclosing stairs and elevators, estimated as inside 
walls. Stairs, $100 per story, per flight. (Some kinds would cost 
$ 200 .) 


74 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Plumbing. “ Allow two fixtures on each floor up to 5000 sq. ft of 
area, and add one fixture for each additional 5000 or fraction. 
Allow $75 per fixture.” (Double was scarcely enough in war times.) 
Incidentals. “ Add about 10 per cent.” 

Roof to project 18 in all around. 

Height of Stories. The assumed height as already given should 
be remembered. 

In the following Table A and Table B the figures are left as 
based on 1909. From the basis of an index number of 90 for that 
year they may be raised or lowered to suit any other year as shown 
by Table C. Thus, the $15 in last column of Table A for 1909 
would be reduced to $11.67 for 1900, or in proportion to 90 and 70. 

TABLE A 

Prices and Other Data Used for Estimating the Cost of 

Buildings 



Foundations 
including excavations 
Cost per lin. ft. 

Brick Walls 

Cost per sq. ft. of 
surface. 

Col. includ¬ 
ing piers 
& castings 

for outside 
walls. 

for inside 
walls. 

outside 

walls. 

inside 

walls. 

Cost of one 

v jie Story Building. . 

$2.00 

$1.75 

$.40 

$.40 

$15.00 

Two “ “ .. 

2.90 

2.25 

.44 

.40 

15.00 

Three “ “ .. 

3.80 

2.80 

.47 

.40 

15.00 

Four “ “ 

4.70 

* 3.40 

.50 

.43 

15.00 

Five “ “ . . 

5.60 

3.90 

.53 

.45 

15.00 

Six “ “ 

6.50 

4 50 

.57 

.47 

15.00 


Add stairways, elevators, heat, incidentals, etc. 


TABLE B 

Table Showing Ratio of Cost of Buildings Designated, 
Compared with Brick Mills of Standard Construction 


Super- 
6cial ft of 

Frame Mills 

Brick Store House 

Frame Store House 

Floor in 

c 

6 

o 

o 

o 

o 

o 

o 

d 

o 

o 

6 

c 

d 

6 

o 

o 

o 

one story 

an 

02 

02 

02 

02 

02 

02 

02 

02 

02 

02 

55 

02 

CO 

0Q 

02 

02 

02 



<N 

CO 


»o 

co 


<N 

eo 

Tt< 


CO 

-• 

<N 

CO 


ift 

CO 

1250 

.86 

.67 





.80 

.73 





.70 

.51 





2500 

.86 

.73 





.85 

.73 





.75 

.58 





5000 

.89 

.78 

.75 

.73 

.70 

.67 

.83 

.80 

.78 

.76 

.76 

.75 

.74 

.60 

.56 

.53 

.51 

.48 

7500 

.90 

.79 

.77 

.74 

.71 

.69 

.85 

.81 

.78 

.77 

.76 

.76 

.77 

.63 

.58 

.55 

.53 

.51 

10000 

.90 

.80 

.78 

.75 

.73 

.70 

.87 

.81 

.79 

.78 

.77 

.76 

.78 

.65 

.60 

.57 

.55 

.53 

15000 

.91 

.82 

.79 

.77 

.75 

.72 

.89 

.83 

.81 

.79 

.78 

.78 

.81 

.67 

.64 

.61 

.59 

.56 

20000 

.92 

.83 

.81 

.79 

.77 

.74 

.90 

.84 

.82 

.80 

.80 

.79 

.82 

.70 

.67 

.64 

.61 

.59 

25000 

.92 

.85 

.82 

.80 

.78 

.76 

.91 

.85 

.83 

.82 

.81 

.80 

.83 

.72 

.69 

.66 

.63 

.61 

30000 

.93 

.86 

.84 

.81 

.80 

.77 

.91 

.86 

.84 

.82 

.81 

.81 

.84 

.73 

.70 

.67 

.65 

.62 

35000 

.93 

.87 

.84 

.82 

.80 

.78 

.92 

.86 

.84 

.83 

.82 

.81 

.85 

.74 

.71 

.68 

.66 

.63 

40000 

.93 

.87 

.85 

.83 

.81 

.79 

.92 

.87 

.85 

.84 

.83 

.82 

.86 

.75 

.72 

.69 

.67 

.64 

45000 

.94 

.87 

.85 

.83 

.82 

.79 

.92 

.87 

.85 

.84 

.83 

.82 

.86 

.76 

.72 

.70 

.67 

.65 

50000 

.94 

.88 

.86 

.84 

.82 

.80 

.92 

.88 

.86 

.84 

.83 

.83 

.87 

.77 

.73 

.71 

.69 

.66 


Add stairways, elevators, heat, incidentals, etc. 



















































SQUARE AND CUBIC FOOT COSTS 


75 


Index Numbers from the Charles T. Main Chart 

These numbers are based on private data and include labor and 
materials in a building, according to the proportion in which they 
enter into construction. Table D at the beginning of this book 
shows that this proportion has to be taken into account. Up to 
1915 the variations between January and December of any par¬ 
ticular year are small; from 1915 to 1922 the low and high points 
are given, January, of course, being low up to 1920 and high from 
that down. The figures apply to cotton mills and such buildings. 


TABLE C 


Year 

Index No. 

Year 

Index No. 

Year 

Index No. 

1897 

61 

1903 

73 

1909 

90 

1898 

65 

1904 

74. 

1910 

93 

1899 

69 

1905 

77 

1911 

96 

1900 

70 

1906 

80 

1912 

98 

1901 

72 

1907 

83 

1913 

100 

1902 

72 

1908 

87 

1914 

100 


Low 

High 


Low 

High 

■ 

Low 

High 

1915 

100 

111 

1918 

147 

180 

1921 

158 

220 

1916 

111 

123 

1919 

180 

224 

1922 

158 

164 

1917 

123 

147 

1920 

222 

280 





The peak was reached about July, 1920, rising from 224 in January 
and going down to 218 in December. 

The six adjoining tables are made out on the base of 1913 = 100. 
That is, the original Main figures based on 1909 as 90 have been 
brought up to the standard year. The prices are given in dollars 
or cents per square foot. 




























76 APPRAISERS ’ AND ADJUSTERS ’ HANDBOOK 


One Stoby 

Two Stoeies 

Length, 

feet 

Width 

Length, 

Width 

25 

50 

75 

100 

125 

feet 

25 

50 

75 

100 

125 

50 

2.11 

1.69 

1.57 

1.51 

1.47 

50 

2.25 

1.67 

1.50 

1.42 

1.37 

100 

1.85 

1.45 

1.33 

1.27 

1.21 

100 

1.81 

1.35 

1.21 

1.13 

1.08 

150 

1.76 

1.36 

1.25 

1.18 

1.13 

150 

1.69 

1.26 

1.12 

1.06 

1.00 

200 

1.71 

1.32 

1.20 

1.13 

1.09 

200 

1.64 

1.21 

1.08 

1.01 

.96 

250 

1.69 

1.29 

1.17 

1.11 

1.07 

250 

1.60 

1.18 

1.05 

.98 

.94 

300 

1.66 

1.28 

1.16 

1.09 

1.05 

300 

1.57 

1.17 

1.03 

.97 

.91 

350 

1.64 

1.27 

1.15 

1.08 

1.03 

350 

1.55 

1.16 

1.02 

.96 

.90 

400 

1.63 

1.26 

1.14 

1.07 

1.03 

400 

1.54 

1.15 

1.01 

.95 

.89 

450 . 

1.63 

1.26 

1.13 

1.07 

1.02 

450 

1.53 

1.13 

1.00 

.95 

.89 

Theee Stoeies 

Foue Stoeies 

Length, 

Width 

Length, 

Width 

feet 

25 

50 

75 

100 

125 

feet 

25 

50 

75 ' 

100 

125 

50 

2.20 

1.64 

1.45 

1.38 

1.31 

50 

2.25 

1.38 

1.47 

1.39 

1.34 

100 

1.75 

1.29 

1.17 

1.10 

1.05 

100 

1.79 

1.31 

1.18 

1.10 

1.03 

150 

1.64 

1.20 

1.09 

1.01 

.96 

150 

1.67 

1.23 

1.67 

1.00 

.94 

200 

1.58 

1.16 

1.05 

.97 

.92 

200 

1.61 

1.17 

1.03 

.96 

.90 

250 

1.55 

1.12 

1.01 

.94 

.89 

250 

1.58 

1.15 

1.00 

.94 

.88 

300 

1.52 

1.11 

.99 

.92 

.87 

300 

1.56 

1.12 

.99 

.91 

.86 

350 

1.51 

1.10 

.98 

.91 

.86 

350 

1.53 

1.11 

.98 

.90 

.85 

400 

1.50 

1.10 

.97 

.90 

.85 

400 

1.52 

1.10 

.97 

.89 

.84 

450 

1.50 

1.10 

.97 

.89 

.85 

450 

1.51 

1.10 

.97 

.89 

.84 

Five Stoeies 

Six Stoeies 

Length, 

Width 

Length, 

Width 

feet 

25 

50 

75 

100 

125 

feet 

25 

50 

75 

100 

125 

50 

2.29 

1.69 

1.33 

1.42 

1.31 

50 

2.32 

1.70 

1.51 

1.44 

1.37 

100 

1.85 

1.33 

1.18 

1.09 

1.05 

100 

1.91 

1.35 

1.20 

1.11 

1.06 

150 

1.70 

1.21 

1.08 

1.00 

.96 

150 

1.76 

1.25 

1.10 

1.02 

.96 

200 

1.64 

1.17 

1.03 

.96 

.91 

200 

1.67 

1,20 

1.05 

.97 

.91 

250 

1.60 

1.15 

1.01 

.94 

.88 

250 

1.65 

1.17 

1.02 

.94 

.88 

300 

1.58 

1.12 

.99 

.91 

.86 

300 

1.62 

1.16 

1.00 

.92 

.87 

350 

1.56 

1.11 

.98 

.90 

.85 

350 

1.60 

1.15 

.99 

.91 

.86 

400 

1.55 

1.11 

.97 

.89 

.85 

400 

1.59 

1.13 

.99 

.90 

.85 

450 

1.55 

1.11 

.97 

.89 

.84 

450 

1.59 

1.13 

.99 

.90 

.85 































































SQUARE AND CUBIC FOOT COSTS 


77 


Dry Kilns 


Courtesy, L. Moore Dry Kiln Co., Jacksonville, Fla. 


Experts. This company began business in 1879 and has made 
kilns ever since for all sections from the southeast to Seattle. 

Material. A kiln building may be constructed of any good 
ordinary material—wood, brick, concrete, or tile. Most kilns are 
built of brick. “ All that is required is a building that will hold the 
heat, and we do not lean to any particular style of construction.” 

What might be called temporary kilns are sometimes built close 
to the forests. When the trees are all cut the kiln is taken down. It 
does not pay to put the heaviest construction as to walls in a plant of 
this kind. 

Some kilns are built on the laminated principle, like grain elevators. 
Plank 6 or 8 in wide are laid flat and nailed to one below. The 
roof is formed as for a mill constructed building with the plank on 
edge. See page 398 for labor time on work of this kind. 

Size. There is no standard, but the average size dry kiln has 
about 2000 sq ft inside, or 20X100 ft. One battery of fourteen 
Moore kilns has a size of 20X104; some are 20X120; others 24 X125. 
The height is about 15 ft above the floor with the heating pipes below 
this; and the railroad car height of 4 ft 6 in to top of platform is level 
with .the floor tracks. 

Specials. Hardwood and soft wood require different treatments. 
Different kinds of wood in these classes have special requirements. 

Another authority writes: “ Before any price can be given it is 
necessary to know what has to be dried—whether hard or soft woods, 
green or partially air-dried, oak or gum, staves or heading, lumber 
or shingles, as all of these different kinds require different equipment. 
There is no such thing as giving any price unless we know what the 
kiln is to do ” 

Cost. For the average size the cost is $1.25 per square foot; and 
the same for the inside iron material, heating apparatus and steel 
foundations. This is $2.50 per square foot complete, as an approx¬ 
imate figure or $5,000 in all. A smaller kiln costs more per square 
foot. This is on the basis of brick. The usual allowance has to be 
made for high cost of material and wages in large cities. The $5,000 
is for average conditions. 

Water. “ Green lumber contains from 25 to 60 per cent of water, 
varying with the texture and density of the wood. Neither lumber 
manufacturer, middleman nor consumer can afford to pay freight on 
water.” 


78 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Cost of Average Stores 

It is often said by owners in cities of even 100,000 population, that 
a building with stores below and only one tory above pays best, for 
elevator space, operation, and repairs are saved. The value of the 
ground has to settle this, as well as the rents, but it is surprising how 
many low buildings are to be seen in the business districts of even 
large cities. 

Comparison. Assume a building 50X130 ft for stores below and 
offices above. No. 1 has only the six stores and twenty offices. An 
average building is estimated. The detailed figures come to 14^ 
per cubic foot. But it would be easy to make the cost 50 per cent 
more. 

No. 2 with stores and two stories has to have an elevator. The 
U. S. laws forbid the delivery of mail above the second story if there 
is no elevator. But this causes a loss of space on the main floor 
that in all cities pays the heavy end of the investment. The loss of 
space and the operation and depreciation of the elevator have to be 
considered. In No. 1 the cubic footage ran to 227,500; in No. 2 
299,000 at 15.5^ per cubic foot. 

No. 3 with stores and three stories above has 370,000 cu ft at 16^. 


Desco Store Fronts 

Copper Only. The following prices do not include lumber or mill 
work which may be had in any location, according to the details. 
Glass is not supplied. Freight from Detroit has to be allowed. To 
any place east of the Mississippi river this does not amount to more 
than 2 to 3 per cent on the cost of the material. 

Labor Erecting. On page 405, an approximate idea of the time 
required for ordinary fronts is given. Woodwork all covered with 
copper does not require so much care as that shown on Nos 5 and 6. 
In setting up the copper work this company allows 10 per cent extra 
on the cost of the material. This system is not altogether satis¬ 
factory, for when, as in war times, copper doubles in price the labor 
would naturally double also, and wages do not double. But it gives 
a fair approximate idea of the amount required for such work. 

Numbers. The references are to the plans shown in the cuts. 

Material. Standard material is used for covering all parts of the 
front. It is boxed and delivered fob Detroit at prices in table. 

Size 18 ft between brick piers, total height of opening 12 ft 6 in., 
including 18-in bulk heads. The material cost $104 boxed and 
delivered fob Detroit. 


SQUARE AND CUBIC FOOT COSTS 


79 



TAtOor. Plam No. FP-1 Floor.Plats: 74o- TV-Z 


Fig. 4. 



FloorPlaih: Ko.FP-3 


Floor Pl am: 7€o.FP4- 


Fig. 5. 



Fig. 6. 



floor, plam: no. fp-t 
Fig. 7. 











































































80 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



Table of Store Front Data 


Description 

Size of 
opening 

Height 

Bulk head 

Total cost 

No. F. P. 1. 

18' 0" 

12' 6" 

18" 

$104 

No. F. P. 2. 

16' 0" 

12' 6" 

18" 

121 

No. F. P.3. 

17' 0" 

12' 6" 

18" 

95 

No. F. P. 4. 

17' 6" 

12' 6" 

18" 

105 

No. F. P. 5. 

17' 0" 

12' 6" 

18" 

172 

No. F. P. 6. 

17' 0" 

12' 6" 

18" 

170 

No. F. P. 7. 

No. (front illustra¬ 

17' 0" 

12' 6" 

18" 

413 

tions. 

No 13, double cross 

23' 0" 

13' 6" 

22" 

294 

with island win¬ 
dow. 

40' 0" 

• 


465 





Variety. There is no fixed standard or limit to the expense that 
may be put in fronts. The foregoing may be taken as a fair price 





































































































SQUARE AND CUBIC FOOT COSTS 


81 


for ordinary fronts. An ideal building law would not allow large 
plate glass. The largest plates in the world are in Omaha about 
24 ft long by the regular store height. A good building law would 
enforce mullions at least every 7 ft, and 4 would be better. Too 
many plates are blown out in windstorms. 

Variation 

Only approximate estimates can be taken from the following 
figures. Local conditions affect the result so much that one building 
might cost 25% more than another of the same size, in the same 
section of the country, and at the same rate for labor and material. 
In the one case the ground might be 12' below grade, and in the other 
as much above; piling might be required in the one and rock blasting 
in the other. Sometimes 25% of the total cost of a building is ex¬ 
pended before foundations are up to grade. But for average build¬ 
ings approximate figures are useful. 

As may be seen on page 15 the physical valuation of a property 
does not include all items in the complete returns. When this may 
be increased from 20 to 50 per cent it is hardly worth while being too 
exact with the building. Of course it is desirable to have valuations 
as close as possible, but if the final return of the physical part may 
be heavily increased, and a guessing contest made as to how much 
to allow for “going concern” and other factors, the builder or valuator 
should not have to count the nails and measure the dentils in the 
cornice. An allowance has also to be made for the period and loca¬ 
tion. There are low-priced years and war years; and in some sections 
even in high-priced times building costs remain low. 

OBSERVE 

1913 is base at 100, and figures are arranged for that year. To 
suit year of valuation use U. S. Index Nos. and raise or lower figures. 
See front of book. Table A, page xi. 

Brick Stores and Flats Above. I have put in bids for a large 
number of these buildings, but have let the sizes slip. A figure of 
10 to 14^ per cubic foot seems about right. For frame buildings 7 to 
10?f. 

Flats. For double two-story and basement brick, hardwood finish 
on first floor, $210 per lineal foot from front to back; $5 per square 
foot on area of first floor, or 16per cubic foot. For frame, 15 per 
cent less. 

But what are known as flats in New York, with fine masonry, 
elevators and strictly modern equipment, run as high as 25 to 35^ 
per cu ft for fire resisting floors and wood construction. 


82 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Tenements. Allow from $475 to $550 per room. 

Hospitals. No. 2, strictly fireproofed, 14j£ per cubic foot; No. 1, of 
wood construction, about half as much; but both are only shells 
with practically no partitions. For fireproofed buildings fully 
equipped, 30 to 40^. General hospitals per bed, $550 to $800. 
Cottage, $1,100 to $1,200. Complete hospital “ plant,” per bed, 
$1,800 to $2,400. 

Hotels. From 20^ for brick with ordinary construction to 50^ 
per cubic foot for fireproof work. 

Brown Palace Hotel, Denver, 30j£; fireproof hotel, New York, 
44^. Fontenelle, Omaha, 1915, 35^. 

Residences. Anywhere from 10^ per cubic foot. One of the best 
houses in Omaha cost from 20 to 22j£, brick; a better one of stone, 
about 37^, but neither is fireproofed. Chicago price for city dwell¬ 
ings, 17 to 20^. For frame houses without modern improvements, 
with shingle roofs, $300 to $350 per room; with modern improve¬ 
ments, and part or all hardwood finish, slate roofs, $450 to $700. 
Brick houses, 8 to 10 rooms, 16^, ordinary finish with hardwood on 
first floor. 

Two-story flats as already given are $5 on ground area, or $2.50 
if both floors are taken. Residence may run all the way from 
$1.50 per square foot of floor space to $10, and this without dealing 
with palaces. 

Veneered houses 15 to 20j£ per cubic foot. 

For a 2-story frame, brick basement, 27 ftX56 ft, finished for 
family on each floor, heated and modern, pitched roof, $3.60 per 
square foot of ground floor, and 10|£ per cubic foot. 

Concrete Cottages. The Atlas Portland Cement Co. sends out a 
pamphlet with many styles of dwellings of this kind. The walls are 
mostly monolithic, with reinforcements above openings. Some of 
them have studs with solid concrete filled in between, scoured to a 
sand finish while green, and bands nailed over the studs to make a 
panel in the half-timbered style. In this system the walls are 4 in 
thick to fill out the stud on both sides. In most of the other houses 
illustrated the basement walls are 10 in, and the ones above, 8. 

Cost per Room. Of 12 cottages, not including bathroom or halls, 
there are 4 costing $600 per room, 2 at $640, and $645, 1 at $682, 
and the highest at $833; 2 of simpler construction cost $418, another, 
$566; and 1 is set at $226, which appears to be too low. Detailed 
estimates are given. 

Slaughter Houses. 17^ per cubic foot. 

Drill Halls. 16 to 20^ per cubic foot or $2 to $3 per square 
foot. 

Fire Engine Houses. At low cost an Omaha house was built for 
6j£ per cubic foot; at high, the city paid $4.25 per square foot for 
one; and 11^ per cubic foot for another. 


SQUARE AND CUBIC FOOT COSTS 


Public Baths. From 35 to 45^ per cubic foot. 

Theaters. Per chair, $60 to $120; per cubic foot, 30 to 50j£. 

Ordinary City Halls. From 25 to 40^ per cubic foot. 

Court House. Cook Co., Chicago, said to be the largest in the 
United States, contains, $2,000,000 cu ft, and the unit cost was 35 f£. 
Ordinary 25 to 30^ per cubic foot. 

The State capitol, Pennsylvania, built about 1906, cost per 
cubic foot. 

Stables. From 18 to 22fi per cubic foot; $2.50 to $3.25; per 
animal $230 to $100 on ordinary building. 

Dairy Barns. Large frame barns, $1.50 per square foot, 5 to 6j£ 
per cubic foot. Concrete basement. Brick, 7 to 8^ per cubic foot. 

Greenhouses. Ordinary construction, 50^ per square foot; with 
brick foundations, 60^. This is for the very cheapest style of con¬ 
struction, heated by supply from another building. 

The following figures are from the leading greenhouse builder in 
the United States. At best they are approximate, because each 
installation has its own details and environments. Some require 
a temperature of 45 to 50°, others, 65 to 70°; there are all cypress 
wood benches; iron frame benches and with cypress sides and bot¬ 
tom; or cypress and porous or slate; and the same ground plan 
might have an elevation costing wice as much as another. 

The first column gives the cost of house proper, the “ extras ” 
column is for excavation, foundation, boiler, cellar, work room, and 
hauling. No grading included, as that item is uncertain, water 
supply not brought to building, and no cement sidewalks included. 

Area of house proper only is taken for both columns: work room is 
about 12' X20'. 

The Cost is given within a hundred miles of New York. 

The construction is of iron frame ventilated, heated, water piped, 
galvanized iron plant bench with cypress sides and porous tile bot¬ 
toms for greenhouses; and the same with slate tops for palmhouses. 

Garages. The old question of, How long is a string, might be 
amended by asking, What is the cost of a garage. It all depends 
upon the string, and the size and style of the building. There are 
hundreds of thousands of “autos” now in existence, and most of 
them have individual houses. Some with a few boards nailed to¬ 
gether in Southern California or Florida may cost less than 30^ per 
sq ft, and there are many at $5, with all kinds of prices between these 
limits, and many above the highest. There might be a score of 
classifications of these small buildings in a city valuation. 

A garage 20 X 30, of 6-in terra cotta blocks plastered both sides, 
with auto space, bedroom, and bathroom, all on one floor in Boston, 
cost $3.35 per sq ft and 18.per cu ft from the bottom of the footings 
to the average height of the shingle roof, at 1919 prices. Heat is sup¬ 
plied from a small plant connected with the garage. 


84 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Description 

House 

proper 

Square 

foot 

price 

house 

proper 

Extras 

Square 

foot, 

price 

com¬ 

plete 

No. 1, 18'X33' 4", shingles 3' 0" 
high on studs and boarding; above 
straight double slope roof. 

$1,500 

$2.50 

$380 

$3.30 

No. 2, 18'X66' 8", as above. 

2,700 

2.25 

460 

2.64 

No. 3, 1,167 sq ft, curved roof, mas¬ 
onry walls about 3' above ground.. . 

3,100 

2.66 

900 

3.43 

No. 4, 1,000 sq ft, curved and straight 
roofs, masonry as on No. 3. 

3,300 

3.30 

1100 

4.40 

No. 5, 1,465 sq ft, otherwise as No. 4 

4,300 

2.94 

1100 

3.68 

No. 6, 600 sq ft, curved and straight 
roofs, and masonry as No. 3. 

2,000 

3.34 

800 

4.67 

No. 7, 2,000 sq ft, curved and straight 
roofs, high palmhouse in center, 
masonry, as No.. 3. 

7,400 

3.70 

1400 

4.40 


Portable Fireproof Garages 

Some companies make a specialty of manufacturing galv iron 
garages, hunting lodges, cottages, etc. Freight is paid east of the 
Rocky Mountains on the Pruden type. Concrete or other floors, 
erection, painting, if desired, hauling from the cars, and profit, have 
to be included. 

Private Garage for Single Car 

Standard equipment furnished with each building: 

1 Pair double entrance doors with Yale locks; 1 Single entrance 
door; 3 Windows (wire glass, unless clear glass specified); 1 Orna¬ 
mental gable; 2 Ventilators; 2 Ridge terminals; 2 Door stops for 
double doors; 4 Metal corner shelves; 2 Metal side shelves. 

All bolts, nuts, screws, rods, etc., for the complete assembling of 
these buildings included. ' 

Side walls are 8 ft to eaves. May be 10 ft, if desired, for 15 per 
cent extra. 

Net Prices 


Length.... 

12 

14 

16 

18 

20 

24 

28 

32 

42 

Width, 10.. 

$160 

$175 

$189 

$204 

$218 





Width, 12.. 

177 

194 

210 

228 

244 

$278 




Width, 14.. 


212 

232 

252 

272 

308 

$348 



Width, 16.. 



261 

284 

306 

349 

391 

$455 


Width, 18.. 




316 

340 

388 

436 

484 

$604 

Width, 20.. 





375 

427 

480 

533 

665 

























SQUARE AND CUBIC FOOT COSTS 


85 


Private Garage for Two Cars 

Equipment same as for single garage, except that there are two 
pairs of double entrance doors with Yale locks. 


Net Prices 


Length. 

18 

20 

22 

24 

Width, 18. 

$328 

$352 

$376 

$400 

Width, 20. 


387 

413 

439 


Garage for Three or More Cars 

Equipment same as for single garage, except that there are'a pair 
of double entrance doors for each car capacity, as well as one window 
for each car capacity. 


Net Prices 



3 Cars 

4 Cars 

5 Cars 

6 Cars 

Length. 

26 

34 

42 

50 

Width, 16. 

$401 

$497 

$593 

$680 

Width, 18. 

432 

540 

648 

756 

Width, 20. 

461 

582 

702 

822 


Septic Tanks. On a style by the U. S. Government, $675 for 40 
famihes. No piping leading to building. 

A large manufacturer supplies the following prices for his system: 

Residences occupied by an average number of 8 people, $250; 
residences occupied by an average number of 10 people, $275; 
residences occupied by an average number of 12 people, $300. 
School buildings occupied by 300 people, $600; by 350 people $650; 
by 400 people, $700; by 500 people, $800. 

Institutions occupied by an average number of 100 people, $600. 

Another maker quotes $100 on steel tanks of 200 gal. each, for 
10 people. Freight, brickwork, excavation, etc., would be about 
$100 more. 

It has been proposed to put septic tanks in the basements of the 
skyscrapers. The United Gas Improvement Co. building, Phila¬ 
delphia, has had a satisfactory one since 1901. In these tanks the 
sewage is changed by bacteriological action, and nothing left but 
comparatively pure water. Smaller sewers would serve under this 
system, and the disposal of the effluent be easier. Jerusalem was 
said to be a clean city because each householder swept be'fore his own 
door. In the future each building may be made to purify its own 
sewage. 

























86 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Schools (On a 1913 price base.) 

Some Examples. No. 12 built at a low price, of plain design, 
$75 per scholar; 8 rooms, 400 seats; brick and wood construction. 
Another Omaha schoolhouse erected later of the same size costs $115. 
Material and labor are higher, and the design is more ornate. In 
the country the cost might be reduced from 10 to 15 per cent. 

An addition to the Omaha high school, finished in 1913, strictly 
fireproofed, Bedford stone on three fronts, 16^ per cubic foot. The 
complete cost was about $775,000. With four stone fronts the cost 
might have run to 18j£. 

The H plan for schoolhouses has been adopted in New York. 
“ Upwards of eighty school buildings have been constructed since 
1896, and the average cost of buildings has been only 18^ per cubic 
foot.” They are fireproof. These 80 cost about $12,000,000. 

A high school erected in Boston, Mass., cost 22.39^ and another 
24.98, both fireproof. 

A number of schools in St. Louis, not fireproof, ran from 14 to 17^ 
per cubic foot; and from $5,600 to $6,700 per room. 

A fireproof school in Palo Alto, Cal.,-cost 18^ per cubic foot. 

From 10ji per cubic foot up to 15^ will build non-fireproof schools; 
and from 18 to 30j£ fireproof ones. 

High Cost of School Buildings. The cost is mounting year by 
year. In the table of Boston schools there are some startling figures 
for the consideration of taxpayers. It is questionable if such ex¬ 
penditures are warranted. The tendency seems to be to make the 
casket so fine that there is a chance of forgetting what schools are 
built for. When $940 is required to accommodate each pupil it is 
time to do some thinking. According to the following extract a 
limit of $150 ought to be set. A 1923 Omaha high school cost 
$3,000,000 or $1,000 per pupil. 

Woods Hutchinson, A. M., M. D., in “Good Housekeeping”: 

“In larger towns and cities quite an appreciable share of the 
additional money needed for the grounds could be saved on the 
building. 

“The ideal schoolhouse is not a magnificent architectural triumph, 
nor a monument for future generations, but an inexpensively con¬ 
structed, light roomy, day nursery, never exceeding two stories in 
height, with broad staircases, wide hallways, and at least one-third 
to one-half the wall space of each room in the shape of movable 
window sash or shutters, so that it can be converted into a porch 
or shed in fine weather. 

“Thoughtful students of the health of the child are coming to 
the same conclusions as experts have come to, in regard to hospitals 


Table Showing Cost of Buildings, Cost per Cubic Foot, Children Accommodated and Cost per Pupil 


SQUARE AND CUBIC FOOT COSTS 87 













































Boston Fireproof School Buildings— Continued 


88 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


jtdnj iad isoq 




<N 

(M 

lO 

00 

rH 

CO 

05 

w 

Tf 4 

00 

TjH 

o 

CO 

lO 

iO 

CO 

1 C 


H 

rH 

H 

i —4 

IO 

o 

o 

o 

o 

o 

O 

o 

o 

lO 


CO 

CO 

<N 

Tt< 

ID 


pa^Bpouiaioooy 


uiooy; 


o 

05 

o 

o 

o 

o 

o 

© 

© 

id 

05 

rH 

CO 

N 

CO 


w 0 # S 

o £-2 

a +? 
• 2 pq « § 

tn m 
Q, "S 

o go 
Ph 


0913 


quinu 

rH 

rH 

i“4 

rH 

rH 

^9H 

CO 

CO 

CO 

co 



*pia 


oiqao i9d isoq 


SIU9IUOQ 

poiqnQ 


rH 

co 

rH 

ID 

00 


00 

ss 

o 

o 

rH 

00 

CO 

CO 

o 

o* 

00 

ci 

H 

t>r 

CO 


o 

00 

CO 

CO 

co 


<N 

<N 


d o 

Ih« M 

cS 00 S' 
ai o .y 
3302 

“Is 

o 


0913 


qrarqj 


^9H 


spia 


m 


60 

5 .a 

a°l 


• * hD rl co 
bC hr d g3 -h 

S .5 o o 
•'-.9^3T3'C 2 

.03 a a § o 'g 
-3 <U 3 03 <D 5 

n®£ wo 


05 O O CD 

lOOHH 
(N O 05 CD 

ID (M CO 00 
NNNO 

00 rji <N 00 

ID CO 

^ iD CD 05 

05 CO CO 

1-1 00 T}i <N 

CD 

C# 

cf CO of 

CD 

* * . * 

•* r - •* 


pqWp^w 


CD CO ID © 
-H t-- (M 00 
O CO CO 00 

oooW 


« WpP -4 


NOOlO 
MOON 
N00OH 
OOhOh 
CD lO i—I CO 

-£ i> cd of 

>D 

c/> 

CPWPh'W 


NhO® 

ID *"H I'm T—* 

05 N 

cdodcd© 

ID i-H i-H i—( 

<N 

e© . 


w Id 

g« 
S *■* 
£ § 


a 

03 

a 

M 

0 > 

Sd 

-u 

O 

_o 

*3 • 
a 

W 

M 

O 

M 

o 

.a 

& 

c 9 

-d 

bO 

a 

O 

cj 

Ph 

a 

3 

H 

W 

« 

73 

fe 

o 

rd 

ft 

0 ) 

a 

o 

1 

S 

d 

D 3 

fl 3 

h 

cj 

CO 

•a 

a 

DO 

c 3 

£ 

-4-3 

B 

O 

73 

a 

M 

o 

’05 

CD 

O 

ID 

© 

co 

o 

p 


93 BQ 










































Fireproof School Buildings— Continued 


SQUARE AND CUBIC FOOT COSTS 89 







































90 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


for tuberculosis, that every dollar spent in constructing a building 
in excess of $150 a patient, is wasted—and worse!” 

Open air, or forest schools, are becoming popular in all countries, 
especially in Germany. Even in the cold climate of Canada there 
are quite a few. They are naturally much cheaper than the class¬ 
ical type. The pupils have to be dressed to suit the weather. It 
is possible to overdo one style of building as much as the other, and 
make unnecessary suffering; but such extravagance as the Boston 
tables show is unwarranted. 

Summary. The following summary is taken from the “Build¬ 
ing Aga” of New York. 

“The cost per cubic foot of building averages for 30 buildings 
about 22.8f£. The building contract itself averages for the 30 build¬ 
ings 83.7 per cen.t of the total cost of the structure, with extremes 
of 77 and 86 per cent. 

“The heating and ventilating contract averages 9.5 per cent of 
the total cost of the building, with extremes of 15 and 7 per cent. 
The average cost of the plumbing contract amounts to 4.6 per cent 
of the total cost of the building, and the average cost of the elec¬ 
trical work amounts to 3.4 per cent of the total cost of the build¬ 
ing. Three of the 30 buildings are high school structures, and for 
the 27 common schools the cost of building per pupil figures out at 
$178. One of the high school buildings, designed to accommodate 
540 pupils, cost $548.25 per pupil; a normal school, $940.65; and 
another high school, $495.19.” 

A part of the Boston table is given on pages 87, 88, 89. 


Pavilion or Unit Schools 

New Old Style. The “ little red schoolhouse ” is coming back with 
modern improvements. Instead of one large school the modern idea, 
where there is plenty of land, is to build 1-story cottages, connected 
with covered cloisters, o r even with only a cement sidewalk. 

The cottage schools are built around a great central court, which 
is used as a playground, away f om street dangers, and not cut up 
into small areas, as when a building is set in the center of the school 
property. It is a reversal: the playground goes where the school 
went. 

The first school of this kind was built in Providence, R. I., in 1908. 
Ten years later a hundred cities and towns adopted the idea. The 
model city of Letchworth, England, uses this type. At least in small 
cities and towns the Boston extravagance is out of date. 

No matter whether the schools of this kind are built of wood or 
masonry, they are as gobd as fireproof. “ There is no record in this 


SQUARE AND CUBIC FOOT COSTS 


91 


country of a school pupil losing his life by fire in a 1-story school 
building. The cottages may be heated from an independent central 
plant. There is no climbing of stairs. Units may be added as the 
population grows: under the usual system a school has sometimes 
to be built twice as large as present needs to make provision for 
future growth. The best light may be had, and always from the 
left if desired. A roof garden may be added, and a skylight put over 
the corner farthest away from the side light. 

The Southern Pine Association, New Orleans, gave prizes aggre¬ 
gating $500 for the best types of Pavilion Schools. The units were 
designed at 25 ft apart. This provided an “ anti-noise zone,” and a 
fire zone, for in mild sections of the country the connecting corridors 
are not really necessary. 

Three prizes were given and seven “ Honorable Mentions,” out of 
forty-three entries. 

Cost. This may be made as high as for the present type if desre 1, 
or it may be cut in half. In a Colorado installation the cost was 
$5000 per room. Assuming forty pupils this is $125 each, or about 
the present figure for schools where the architect has to economize. 
But these cottages were built of fine brick and cut stone, and with 
modern lavatories. 

The average of twenty-three schools of the ordinary type in Kan¬ 
sas City was $134 per pupil; in another Colorado unit system the 
cost was about $60. The central playground was 100X172'. The 
usual ventilating apparatus is not required. 

Variation. In some of these pavilion types the toilet rooms may 
be all put in the central heating building. This suits in a mild 
climate, as in the south, but it is not so convenient as when each 
unit has its own arrangement of closets. The first prize has this 
unit system; the second was designed to have the toilets in the 
building with the heating plant. So far as northern cities are con¬ 
cerned, with blizzards to fight at times, the system that has the 
closets connected with each unit—the unit system here also, instead 
of the other—is better, some would say obligatory. 

First Prize. Nevil C. Settoon of New Orleans took the lead with 
the design shown herewith. Like all of the designs except one, this 
school shows room for 35 pupils. The old unit was 50. The 
teachers believe that 25 is high enough. The designer writes: 

“ This school can be built complete, including heating system, for 
from 8 to 9per cubic foot, and from $1.10 to $1.25 per square foot. 
The cost per pupil would be from $50 to $56. 

This is the ideal system where land is cheap, and yet on a Nebraska 
prairie a school is standing two stories high with great chutes stick¬ 
ing out from the sides for fire escapes. 

At $56 the total would be $3,920 for seventy pupils. Lumber is 


_ 1 
T o |.g 


92 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 







Fig. 9.—First Prize Pavilion School by Nevil C. Settoon 




















































































































































SQUARE AND CUBIC FOOT COSTS 


93 


cheaper in the south than in other sections, except the far 
west. 

The building proper has 2,140 sq ft but cloister and outdoor 
classrooms make up the difference. The inside classrooms are 
22 X29 between the walls, with 8 ft on each end for toilets, and 18 in 
the center for hall, cloak rooms and teachers’ rooms. 

Second Prize. Frederick G. Walker, Chicago, won the second 
prize. As an approximate idea of the cubic footage, the main units 
contain 21,000 ft, and the pavilion 4,000. The main buildings are 
each 29X34', the pavilions, 20X25. 

Third Prize. Clifford Evans, Birmingham, Ala., won this prize. 
The ground plan covers an area 500X875 ft, holding 12 buildings 
with 24 classrooms and an auditorium. A covered cloister 15 ft 
wide connects all buildings around a playground 210X400 ft. The 
unit buildings are 23X100 ft; the classrooms 22X30X12 ft high. 

Honorable Mention. The second in this line was Wm. Leslie 
Welton, Birmingham, Ala. The units of this plan are so laid out 
that each contains 54,400 cu ft. The price was set in 1918 at 5£ 
per cubic foot which seems too low; and 80^ per square foot, not 
including porches. 

With such designs and figures as these it is evident that the new 
type, or rather the old type, on new lines, is fit to take the place of 
the “ monumental monstrosities,” piled high with useless classical 
follies, costs to match. 


Cost of Library Buildings 

Snead & Company, Jersey City, are to be credited with the 
following cost data: 

Nearly a hundred buildings are listed with cu ft costs. The total 
costs are also given, running from $4,500 up to $9,466,600. 

Measurement. The method of taking the number of cubic feet 
varies with the architect. In this Appraiser the contents are usually 
taken from basement to roof ridge. But the library figures are 
taken from the basement floor to the top of the ceiling joists only. 
If an expensive pitched roof is put on the building the unit price is 
naturally raised, for the entire cost of the pitched roof, as compared 
with a flat one, has to be distributed. 

Cost. A comparison should always be made among buildings of 
the same type. A small building costs more per cubic foot than a 
large one in this class of structures, as in other classes. The reason 
for this is given on page 63, under “ Cubing.” 

In order to get another check on probable cost of a projected 
building it is always well to consult the U. S. Index Numbers in com- 


94 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


bination with the year in which the cubic foot costs were compiled. 
In 1898, for example, prices were low, while in 1923 they were 
high. 

Ordinary construction is set at from 17 to 25j£ per cubic foot; for 
the classic style, 20^ to 25^. For fireproof work about 20 per cent 
more is allowed. In the prices most of the equipment is included. 

But the range of costs runs from 170 to 870, in the fireproof 
libraries, and 11^ to 47^ in the ordinary kind, so that it appears to 
be a case of finding how much money is on hand and making the 
design such that none of it will be left, rather than of providing a 
place to hold books and accommodate readers. 


Fireproof 


Building 

Year 

completed 

Cubic feet 

Cents 

Library of Congress. 

1897 

10,000,000 

63 

Washington Public. 

1902 

960,000 

39 

Army War College. 

1907 

2,500,000 

28 

Engineer’s School. 

1914 

477,000 

21 

New York Public. 

1911 

10,382,000 

87 

Columbia Univ.., N. Y. 

1897 

3,530,OOP 

31 

Columbia Kent Hall. 

1910 

1,006,000 

49 

Union Theological Seminary, New York 

1910 

608,000 

39 

Syracuse Public. 

1905 

916,700 

24 

N. H. Hist. Soc., Concord. 

1912 

675,000 

74 

Blackstone Memorial, Branford, Ct... 

1896 

442,000 

68 

Brookline Public. 

,1910 

700,000 

36 

Whittinsville, Mass. 

1911 

204,300 

22 

R. I. Medical, Providence. 

1912 

174,500 

24 

College of Physicians, Phila.. 

1909 

955,400 

32 

Krauth Memorial, Mount Airy, Pa. . . 

1908 

329,400 

18 

Loyola Univ., New Orleans. 

1911 

765,300 

20 

Ohio State Univ., Columbus. 

1912 

1,360,000 

21 

Univ. of Illinois, Urbana. 

1897 

714,000 

24 

Univ. of Missouri, Columbia. 

1915 

763,370 

26 

Univ. of Missouri, Columbia. 

1914 

577,000 

17 

Denver Public. 

1910 

805,000 

38 

Sioux City, Public. 

1912 

348,900 

22 




























SQUARE AND CUBIC FOOT COSTS 


95 


N on-Fireproof 


Building 

Year 

completed 

Cubic feet 

Cents 

Williamsburg Branch, Brooklyn. 

1905 

247,300 

47 

Carroll Branch, Brooklyn. 

1905 

223,500 

36 

Cornell Law, Ithaca. 

1893 

350,000 

22 

Free, Montclair, N. J. 

1914 

85,600 

36 

Summit Free, N. J. 

1911 

112,500 

24 

Bangor Public, Maine. 

1913 

361,000 

38 

Proctor, Vt. 

1913 

74,000 

31 

Fletcher, Westford, Mass. 

1896 

111,000 

16 

Caribou, Maine. 

1912 

54,000 

19 

Newton, Pa. 

1911 

37,000 

12 

Medical, Baltimore. 

1909 

572,000 

11 

Gary, Ind. 

1912 

297,000 

24 


Proportions. In the “Library JournaF’ some figures were given 
as to the proportion of costs in a library building. From 78 to 80 
per cent is given to construction, including heating and lighting, 
and 20 to 22 for equipment, furniture and fees. The average fire¬ 
proof building of two stories and basement is set at 25^ to 40^ per 
cubic foot; the non-fireproof, 15^ to 30^. As we have seen, the 
range is greater. 

Assuming that $150,000 is on hand, the standard allowance 
would be 300 readers with 30 sq ft each, at a unit cost of $500. 
This includes general reading, reference, children’s, periodical and 
newspaper rooms. About 150,000 volumes at $1 each are supposed 
to be taken care of. As detailed the cost would run as follows: 

' Per cent 


General construction. 72 f 

Heating and limited ventilation. 4 

Electric work. If 

Stacks. 7 j 

Furniture. 6 

Lighting fixtures. 2 

Contingencies. h 

Architect.. 6 


Total. 100 


(See Index for Library Fittings.) 































96 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Cost of Churches: 1913 Basis 

No Limit. Or rather the sky is the limit. The pilots need vast 
equipment. 

The following figures for churches are for ordinary construction: 

The Judson Memorial Baptist, Minneapolis, seats 500 people, 
with extra accommodations in Sunday school for 500 more. The 
cost was $60,000, or about 20^ per cubic foot. This is $120 or $60 
per sitting 

The chapel of Hayes Mechanics’ Home, Philadelphia, seats 110 
people, at $90 per seat. The cubic foot cost was 22j£. 

The Church of the Messiah, St*Louis, has seats in the main 
auditorium for 540 people, but extra accommodations. The cost 
was $61,433, or at most, $114 per seat. The cubic foot unit was 28^. 

St. Francis Xavier’s, Rochester, N. Y., has 770 seats, or about 
$70 each. The total cubic footage is 450,000 at 12^. 

The First Methodist Episcopal, Shenandoah, Iowa, has 610 seats 
in the main auditorium, and 560 in the Sunday school. The cost was 
$40,000, or $66 and $35; and 12^ per cubic foot. 

Lowe Avenue Presbyterian, Omaha, has 300 seats at $83 each. 

All Saints, Omaha, seats 350 people at a cost of $185 per sitting. 

The First Church of Christ, Scientist, New Orleans, has a seating 
capacity of 750 people at $60 each; and the cost per cubic foot 
was 18^. 

The Second Baptist, St. Louis, cost $200,000, and seats 1200 in 
the main auditorium, or $166 per seat. But as with many other 
modern churches there are parlors, dining rooms, Sunday schools 
extra. 

Mount Calvary Episcopal, St. Louis, seats 300 at $25,000, or $83 
each. 

The Chapel for the Little Helpers of the Holy Souls, St. Louis, 
has 200 seats at $117 each. 

The Sixth Church of Christ, Minneapolis, seats 800 people at 
$156 each. 

The foregoing are all brick churches, faced with Hy-Tex brick. 
The figures are taken from the Hy-Tex book, “The Brick Church 
and Parish House,” giving the results of a competition in designs for 
a small brick church and parish house. 

It must be remembered that prices rise. The book is dated 1915, 
but the churches were built when lower prices were possible than in 
our time after the war. 


Cleveland Valuation 

The following square foot unit prices were used in the tax valuation 
of the above city. There are so many types of buildings classified 


SQUARE AND CUBIC FOOT COSTS 


97 


that the list suits for any city. Thus, there are 42 kinds of resi¬ 
dences: 32 of flats and tenements; 29 of store buildings, hotels, banks, 
halls, etc.; 40 types of factories, warehouses, mills, etc.; and 25 of the 
highest class of office buildings. 

The following schedules were used as the square foot value of the 
buildings in 1911: U. S. figure 98: 

Schedule No. 1 . Single house, one side of double house, one pf 
row, duplex house. 

Cheap construction, set on posts, only small cellar, no plumbing 
except kitchen sink and w. c. Plain pine finish. 


Class 1— 


Frame. 

1-story 

1^-story 

2-story 

2|-story 

3-story 

$1.00 

1.20 

$1.50 

1.70 

$1.80 

2.00 

$2.10 

2.30 

$2.60 

2.80 

Brick. 

Brick or stone foundation with full basement, with furnace. 

Class 2— 

Frame. 

1-story 

l§-story 

2-story 

2^-story 

3-story 

$1.60 

2.30 

$2.10 

2.30 

$2.40 

2.60 

$2.70 

2.90 

$3.20 

3.40 

Brick. 


Same as above, except medium porches (150 sq ft), laundry trays, 
two one-story bay windows. Plain pine finish and plain fixtures; open 
or closed plumbing. 


Class 3— 



1-story 

1 ^2-story 

2-story 

3-story 

Frame. 

$2.20 

$2.70 

$3.00 

$3.90 

Brick. 

2.40 

2.90 

3.20 

4.20 


Same as above, except plain hardwood finish. Plain electric 
or gas fixtures; more than two one-story bay windows; large porches, 
open plumbing; two baths. 


Class 4— 


Frame . 

1-story 

1^-story 

2-story 

3-story 

$3.00 

3.20 

$3.80 

4.00 

$4.50 

4.80 

$5.60 

6.00 

Brick. 


Same as above, except two or more baths; ornamental trimming 
and cornices; ornamental inside finish and fixtures; hot water or 
steam heat. 























































98 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Class 5— 



1 j/ 2 -story 

2-story 

3-story 

Frame. 

$5.30 

$6.30 

$8.00 

Brick or stone. 

6.00 

7.00 

10.00 


Schedule No. 2. Flats for families, tenements and apart¬ 
ments. 

Cheap construction, foundation piers or wall in trenches, small 
cellar, no plumbing except for kitchen and w. c. 


Class 1— 



2-story 

3-story 

4-story 

Frame. 

Brick. 

$1.90 

2.10 

$2.80 

3.00 

$3.70 

3.90 

Brick or stone foundation with full basement, with furnace, bath 
in common. 

Class 2— 





2-story 

3-story 

4-story 

Frame. 

Brick. 

$2.40 

2.80 

$3.20 

3.40 

$4.00 

4.20 

Same as above, with addition of bay windows. Porches or bal¬ 
conies, laundry trays and‘private baths. Plain pine finish; four 
one-story bay windows. 

Class 3— 


• 

— 


2-story 

3-story 

4-story 

Frame. 

Brick. 

$3.00 

3.20 

$3.90 

4.20 

$4.80 

5.30 

Same as above, except hardwood finish, electric lights, steam or 
hot water heat. 

Class 4— 




• 

2-story 

3-story 

4-story 

Frame. 

Brick. 

$4.50 

4.80 

$5.60 

6.00 

$6.60 

7.00 


Same as above, except ornamental outside and inside finis h and 
ornamental fixtures. Elevators; reinforced floors and other high- 
class features. 



















































SQUARE AND CUBIC FOOT COSTS 


99 


Class 5— 


Frame. 

2-story 

3-story 

4-story 

5-story 

$5.50 

5.80 

$6.60 

7.00 



Brick. 

$9.00 

$i2.00 


Schedule No. 3. Store buildings, hotels, bank buildings, halls, 
etc. 


Cheap construction; foundation of piers or walls in trenches; 
without basement; common glass; short floor spans; plain trim¬ 
mings and cornice; plumbing, w. c., sink, wash basin. 

Class 1— 



1-story 

2-story 

3-story 

4-story 

Frame. 

$1.00 

$1.80 

$2.60 

$3.40 

Brick. 

1.20 

2.00 

2.80 

3.60 


Ordinary construction; brick or stone foundation with full cellar 
(9-ft.), 12-foot ceilings; medium floor span; heating plant; com¬ 
mon joist construction; plate glass front; plumbing open; w. c. for 
each floor; sink for each flat; plain trimmings and cornice; plain 
pine finish. 


Class 2— 



1-story 

2-story 

3-story 

4-story 

Frame. 

$1.60 

$2.40 

$3.20 

$4.00 

Brick. 

1.80 

2.60 

3.40 

4.20 


Same as above; wall bearing; large floor spans; plumbing, private 
baths in each apartment; ornamental trimmings or cornice; steam 
heat; hardwood finish. 


Class 3— 


Frame. 

Brick. 

1-story 

2-story 

3-story 

4-story 

$2.20 

2.40 

$3.00 

3.20 

$3.90 

4.20 

$5.80 

6.10 



5-story 

6-story 

7-story 

8-story 

9-story 

Brick. 

$7.20 

$8.30 

$9.40 

$10.50 

$11.60 


The above schedule applies to buildings of ordinary construc¬ 
tion and ornamentation. Special ornamental buildings, or massive 
construction, not coming into a class, are specially estimated. 

































































100 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Schedule No. 4. Warehouse, factory, mills, foundry, garage, 
stable, shed. 

Class 1— 

Cheap construction; pier foundation or walls in trenches; small 
basement; main floor near grade; composed of dirt; flat roof; plain 
trimmings and cornice; joist floor construction^ without trusses: 



1-story 

2-story 

3-story 

4-story 

5-story 

Frame. 

Brick. 

$.60 

.90 

$1.20 

1.50 

$2.00 

2.20 

$2.80 

3.10 

$3.50 

3.80 


Class 2— 

Ordinary construction; brick or stone foundation; full basement; 
main floor several feet above grade; wood floors; flat roof; joist 
floor construction without trusses; plain trimmings and cornice: 



1-story 

2-story 

3-story 

4-story 

5-story 

Frame. 

$1.00 

$1.80 

$2.60 

$3.40 

$4.20 

Brick. 

1.40 

2.20 

3.00 

3.80 

4.60 


Class 3— 

Same as above, except mill construction; wood trusses: 


Frame. 

Brick. 

1-story 

2-story 

3-story 

4-story 

5-story 

$2.00 

2.40 

$2.90 

3.30 

$3.80 

4.20 

$4.70 

5.10 

$5.60 

6.00 

Class 4— 

Modern fireproof manufacturing building; steel frame; one ele¬ 
vator; flat roof. Rate per sq ft: 


1-story 

$2.70 

2-story 

3-story 

4-story 

5-story 

$3.80 

$4.90 

$6.00 

$7.60 

6-story 

7-story 

8-story 

9-story 

10-story 

$9.00 

$10.00 

$11.80 

$13.20 

$14.60 


Schedule No. 6. Office buildings, non-fireproof; steel floor 
construction; plain trimmings and cornice. 


Class 1— 




1-story 

2-story 

3-story 

4-story 

Rate. 


$3.60 

$4.80 

$6.00 

$7.60 


5-story 

6-story 

7-story 

8-story 

9-story 

Rate. 

$9.20 

$10.80 

$12.90 

$15.00 

$17.10 

























































































SQUARE AND CUBIC FOOT COSTS 


101 


Additional points for outside and inside ornamentation. 

Class 2—U. S. combined average 97 in 1911. 

Best class: office buildings; steel frame; fireproof; including 
plumbing; heating; plain marble wainscoting and floors; plain 
cornice and trimmings. Ground floor area between 4,000 and 
15,000 sq. ft. Rate per sq. ft. 



1-story 

2-story 

3-story 

4-story 

Rate. 

$6.15 

$9.75 

$13.25 

$16.75 


5-story 

6-story 

7-story 

8-story 

Rate. 

$20.25 

$23.75 

$27.25 

$30.75 


9-story 

10-story 

11-story 

12-story 

Rate. 

$34.25 

$37.75 

$40.25 

$43.75 


13-story 

14-story 

15-story 

16-story 

Rate. 

$47.25 

$50.75 

$54.25 

$57.75 


This rate does not include deposit vaults. Additions must be 
made for more than ordinary marble floors or wainscoting; for 
ornamental exterior and ornamental interior finish, ranging from 
10^ to SI.50 per square foot per floor. 

?■ For construction not above fully provided for, modifications 
were specially estimated. 



































CHAPTER V 


COMPARATIVE COSTS 

(See beginning of Chapter IV. Here also 1913 equals base of 100, 
and figures are set to suit. Lower or raise to get valuation or 
approximate cost in year desired. See Index Numbers.) 

In a discussion of the use of reinforced concrete buildings for tex¬ 
tile mills before the Cotton Manufacturers, and also before the 
Machine Tool Makers, Mr. J. P. H. Perry of the Turner Construction 
Co., gave the following figures as to time of construction and cost: 

Time:—One building 60X70X 10-story took just 47 working days 
after the foundation was put in for erection. In all, the time of 
erection was three and a half months, before turning over to the 
owners. 

Another 40 X 80 X 7-story and basement took only 48 working days 
to put on the roof after the excavation was finished, and three months 
in all before the owner moved in. 

Still another 75 X 600 X 6-story and basement had the roof on 
in 63 working days after the piles were driven. 

These are fast records—but builders have noticed that many 
reinforced structures have fallen on account of having the forms 
removed too soon. 


The Cost Figures are as follows: 

“Reinforced Concrete will generally run from 5 to 15 per cent 
higher in first cost than first-class ‘mill construction,’ and will be 
from 10 to 20 per cent lower than steel construction fireproofed. A 
large warehouse in Brooklyn was begun in May, 1908. At that 
time new construction work was scarce and all contractors figured 
very closely. The successful reinforced concrete figure was $30,000 
lower than the best bid on the same plans in fireproofed structural 
steel. A large factory in Philadelphia was designed in steel. The 
architects considered an alternative in reinforced concrete and saved 
$60,000. A large publishing house and loft building was recently 
completed in Springfield, Mass., of reinforced concrete throughout, 
thereby saving $40,000 over the probable cost in steel. These three 
instances represent respectively savings of 12, 25 and 10 per cent. 

102 


COMPARATIVE COSTS 


103 


In competition with mill construction the percentage depends almost 
entirely on the size of the building. 

For structures costing $40,000 and less, and of a height of four 
stories or less, the brick and wood construction will run about 15 per 
cent less than concrete. On larger buildings, however, concrete gets 
closer to the cost of the mill construction. The designers of a very 
large hardware building in Minneapolis were surprised to find con¬ 
crete figures slightly under those of mill construction. A similar 
case occurred in Toledo, Ohio. Both propositions exceeded $150,000 
in value. 

In considering the costs of different types of construction the initial 
cost should not be the only criterion. There are certain fixed charges 
which enter into the relative values of buildings. These may be 
briefly summarized as follows: Insurance, maintenance, deprecia¬ 
tion, amount of available light, freedom from vibration, elimination 
of vermin and the assurance that fire cannot destroy the building. 
It is difficult to put an exact monetary value on these different items. 
Each plant manager would have his own views, and local conditions 
would alter materially any assumptions. If, however, due considera¬ 
tion be given to the saving obtained on each of these items by the 
use of reinforced concrete building, it will generally be found that 
even though the concrete structure cost complete 10 per cent more 
than mill construction, there will be a saving annually of from 13 ^ to 
2 per cent.” 

The following table is presented in “Factories and Warehouses,” 
by the Assoc, of Am. Portland Cement Manufacturers: 

Comparative Cost of Buildings of Mill Construction and 

Concrete 


Initial Cost of Building 


Mill Construction 
$100,000 


Reinforced Concrete 
$115,000 


$6,000 

1,000 


$6,900.00 

1,150.00 


Yearly charges:— 

Interest at 6%. 

Taxes at 1%. 

Fire Insurance: 

Building. 

Contents. 

Depreciation.... 

Items charged against mill construction 
only: 

(a) Loss due to vibration, assume. 

(b) Increased light, 1% increase in effic¬ 

iency of labor. Assume labor equal to 
yi value of contents or $50,000. 

(c) Vermin losses. 

(d) Heating charge. 

(e) Protection against fire at 0.5% on 
value of 50%i of building and contents. 


at 70c 700 

at 25c 287.50 

at 90c 1,800 

at 60c 1,200.00 

at 1.25% 1,250 

at 0.25% 287.50 

450 


500 


100 


100 


750 


$12,650 

$9,825.00 


Annual saving of concrete over mill construction 


$2,825 





















104 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


If the saving of $2,825 per year be capitalized at 6 per cent, it 
would represent an investment of $47,083. In other words, a con¬ 
crete building, though 15 per cent higher in initial contract cost than 
a mill building of similar design, would save each year 2 to per 
cent on all fixed charges. (But the depreciation on the concrete 
building is too low. A period of 400 years is unreasonable for a 
factory structure.) 

Thickness:—In the early days of reinforced concrete several large 
buildings were erected with walls only 2 and 3 inches thick. San 
Francisco in the ordinance of 1910 sets the minimum thickness at 
6 in when the wall space between the columns does not exceed 
300 sq ft; between 300 and 400, 8 in thick; and 12 in when the area 
is over 400. 

Warehouse. “The Railroad Gazette,” in a good article, gives 
the comparative cost of slow burning wood, and a steel frame factory 
building with brick walls. The floors are designed for load of 100 
lbs to sq ft. The size is 60' X100', 7 stories high. Cost of slow 
burning construction, $35,000; fireproof, $57,000. Per cu ft 6.2j£ 
and 10.2^; per sq ft of entire area 83^ and $1.36. Cost of floors and 
cols per sq ft 27^ and 75^. But these are not war prices. 


Slow Burning 


Fireproof 


Excavation. 1,800 cu yds 

Cellar floor. 6,000 sq ft 

Foundation concrete.. 150 cu yds 

Brick. 39,000 cu ft 

Windows, 4'X7'. 238 

Roofing. 60 sqs 

Timber, yellow pine. . 116,000 ft bm. 
Flooring, yellow pine. 73,000 ft bm. 

Flooring, 1” yellow pine 46,000 ft bm. 
Iron work. 46 tons 


. 1,800 cu yds 

. 6,000 sq ft 

. 150 cu yds 

.39,000 cu ft 

. 238 

. 60 sqs 

Steel columns. 105 tons 

Steel beams... 252 tons 

Concrete floors 

and roof... .42,000 sq ft 


The building is very plain. Basement walls, 24”; 17” for next 4 
stories; 13” for 2 top stories. 

For ordinary construction 22j£ is now (1923) a fair price in the up- 
to-date part of the continent; but 18j£ might be enough where 
material and wages are low. As to fireproof work it may run from 
25ff to 50|£. A fine building erected in 1904 in Atlanta, for example, 
cost 41c. The Leiter Building, Chicago, wholesale and retail store, 
with granite on 3 sides, 8 stories, cost in 1892, less than 20^. 

A very plain storehouse of 2 stories, no basement, brick walls, 
reinforced concrete floors, and galv iron frames in 1907 ran to $6.34 
per sq ft of ground area, and 163per cu ft, but this included $5,000 



















COMPARATIVE COSTS 


105 


for shelving. Size 49'-4" by 80', and 153,900 cu ft to under side of 
first floor. 

“ Concrete Buildings are practically the same in cost as similar 
ones of steel frame construction up to about 6 stories in height in 
most parts of the United States. 

“For warehouses and manufacturing buildings, concrete is as 
reasonable as timber in first cost, unless the latter is comparatively 
cheap. Late bids on 10 and more story loft and office buildings in 
New York City were approximately 10 per cent higher than bids for 
steel frame buildings received at the same time. On the other hand, 
bids for manufacturing buildings 6 stories high were the same percent¬ 
age lower for concrete than for steel frames. First costs for mill con¬ 
struction warehouses up to 8 stories height were slightly less than for 
similar buildings of concrete. One story structures can be erected 
with flat concrete roofs under favorable circumstances as cheaply 
as in timber, unless the latter may be of open joist construction. 

In general, little can be saved by building in concrete, except in 
liability of loss by fire and its attendant inconveniences, delays, etc. 

In engine beds, col footings, etc., the old style unreinforced design, 
which has proved eminently satisfactory in the past, is often cheaper 
then the new style reinforced work."—Engineering Record. 

Cotton Mills 

The Main figures (see page 64), may be illustrated by data that 
Edward Atkinson compiled for “The Century." He showed the 
economy of one-story buildings where plenty of ground is available. 
Manufacturers are going to attend to this more than in the past, for 
the railroad rates are apt to be better equalized. Small towns where 
land is cheap are to be more attractive than large cities. 

Mr. Atkinson:—“A mill of two or three stories in height can be 
constructed at less cost per square foot of floor than a mill of any 
greater number of stories; if you have room enough, even a one-story 
mill properly constructed may be built at as low a cost per square 
foot of floor as the mill of four or five stories, while it will be as 
warm in winter, cooler in summer, and lighter and better ventilated 
all the year round than any other type of mill can possibly be." 

Since this was discovered the one-story type has become very 
common in New England. The ordinary size has an area of 60,000 
sq ft; other mills cover from half an acre to three and a half acres. 
For spinning, the new types are only two and three stories instead 
of the old high fire traps. The one-story types are for weaving. 

In one case a four-story building burned down, leaving its twin 
untouched. A one-story was erected, and 67 men did what took 
100 in former mill. The remaining one was then taken down, and 


106 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


the new type adopted. This shows that the subject of size and 
efficiency of all industrial buildings needs to be attended to. 

Cost of Mill Construction Buildings 

(Courtesy, National Lumber Manufacturers Association.) 

One of the importanUadvantages of mill construction is the rela¬ 
tively lower cost when compared with other types of buildings. This 
feature has been recognized from the early days of this type of con¬ 
struction. With the advance in the cost of building materials as a 
whole, the relative difference between timber, steel and concrete 
has changed slightly in favor of concrete, but the advantage as a 
whole is still with mill construction. The old custom of using 
girders 45 ft in length and spanning three bays of a building has 
passed, but the same strength is now obtained by using shorter 
lengths of larger material of a high bending strength. Large tim¬ 
bers of great strength in proportion to weight are obtainable in all 
markets, and there is an ample supply of all sizes and grades in several 
different species. 

Mill construction buildings vary in. cost with locality in which 
they are built. The cost per cubic foot will vary from 5j£ to 12^, with 
an average of about 8?L These costs are without the consideration of 
plumbing, heating, elevators or other equipment. Such extras will 
increase the cost per cubic foot by 1 i or 2fi. The corresponding cost 
per square foot of floor area of building is from 50 to $1.50, with an 
average cost of about 90^. In order to obtain these reasonable costs, 
standard-lengths and sizes of timber should be used, or else an extra 
amount will have to be charged for specials. The cost of such 
buildings may be kept to a minimum by careful decision in choosing 
length of spans and areas of floors. Each girder and floor plank 
should be used to its full capacity, as determined by the load rating 
of that floor. Areas of floors should be such that fire walls will not 
be needed between the different parts of a floor, thus keeping down 
the cost for protection of openings between rooms. A careful 
choosing of the sizes of bays will aid in the design of the sprinkler 
piping by making one or two lines of sprinklers do the work where 
more piping might be needed in case the spans were chosen without 
attention to this detail. 

An investigation conducted by J. Norman Jensen, architectural 
engineer, Chicago, showed that the range of costs in the three types 
of construction is so great that no generalization can be made. By 
comparing the costs of a large number of different types of construc¬ 
tion the following conclusions were reached: 

“With column spacing not exceeding 16 ft, mill construction 
buildings designed for 100 lbs per sq ft live load cost 20 per cent less 


COMPARATIVE COSTS 


107 


than concrete buildings; for 150 lbs per sq ft live load, 15 per cent 
less, and for 200 lbs per sq ft live load, about 10 per cent less. 
When the live load was 350 lbs per sq ft or over, a concrete building 
was the cheaper.” 

This investigation showed also that when the column spacing 
in any building is greater than 16 ft, the relative economy of mill 
construction disappeared. It has been found, however, that a 
column spacing of 16 ft is ample for the majority of buildings devoted 
to manufacturing or other mercantile businesses. For most light 
manufacturing buildings a live load of 100 lbs per sq ft is sufficient, 
and for a large per cent of the buildings used for storage purposes, 
200 lbs per sq ft is all that will ever be placed on the floors. 

An investigation in regard to the cost of insurance on mill con¬ 
struction, steel and concrete buildings showed that in ordinary lines 
of business the rate of insurance on a sprinklered mill construction 
building and contents runs about 25^ per $100 while the rate on a 
concrete building and contents unsprinklered runs about 45fi. The 
rate on both types of construction sprinklered is about the same, 
but the cost of installing the sprinkler system in the concrete build¬ 
ing may make the total cost higher in comparison with a mill con¬ 
struction building. 

The unit cost of a building varies considerably with the height 
of the structure. In connection with this point the following extracts 
from “Mill Buildings,” by H. G. Tyrrell is of interest: 

“Mill construction buildings of one and two stories cost more than 
buildings of three to five stories, the last being about 15 per cent less 
per sq ft of gross floor area than when all floor space is on the ground. 
For light products, it is therefore economical to make manufacturing 
buildings not less than three stories in height, for not only is the build¬ 
ing itself less expensive, but it also occupies smaller ground space. The 
only possible reason that might cause the owner of a building for 
light manufacturing purposes to select one floor in preference to three 
or more would be the relative convenience and economy of carrying 
on the work on a single floor. Records of certain factories show 
that the cost of labor is from 5 per cent to 10 per cent less when 
work is all done on a single floor rather than on several floors.” 

A further comparison of the cost of wood, reinforced concrete and 
steel buildings is made by Mr. Tyrrell in his book “Engineering of 
Shops and Factories,” as shown by the following extracts in which A 
is the greatest cost and G the least: 

“Building types, arranged in order of their relative first cost, are 
as follows: 

A. Complete steel frame, fireproofed, with curtain walls and 
plank floor. 


108 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


B. Interior steel frame, fireproofed, with solid brick walls and 
plank floor. 

C. Complete steel frame, fireproofed, with curtain walls and 
reinforced concrete floors. 

D. Interior steel frame, fireproofed, with solid brick walls and 
reinforced concrete floors. 

E. Entire reinforced concrete building. 

F. Part interior steel frame, not fireproofed, with solid brick 
walls and wood mill floors. 

G. Entire wood mill construction. 

“In comparing the first cost of buildings in wood mill construction 
and in reinforced concrete, it will be found that their relative cost 
varies with the location, size of building and the floor loads to be 
sustained. In the Southern States, or other regions where timber 
is abundant and cheap, wood construction will often cost 25 to 30 
per cent less than reinforced concrete, while in districts where wood 
is scarce, the two types may be nearly equal. The comparison 
depends also on the size of the building, for large ones have often 
been found to cost about the same in either material, and small ones 
are sometimes more expensive by 30, 40 or 50 per cent in reinforced 
concrete than in wood. The required floor capacity also affects the 
comparison. Light loads with long spans are cheaper in wood mill 
construction than in reinforced concrete, the cost of the two types 
being nearly equal in large buildings with 200 lbs imposed loads per 
sq ft, and column spacing of 18 to 20 ft. With loads of 300 to 500 lbs 
per sq ft concrete becomes cheaper, and the saving increases rapidly 
with greater loads of 1,000 to 1,200 lbs per sq ft.” 

The following extracts taken from an address delivered before 
the Portland members of the West Coast Lumbermen’s Association 
by C. J. Hogue, architect, Portland, Oregon, are of interest since 
they provide comparative data from that section of the country. 

“As a result of twelve years’ experience in New England I saw re¬ 
inforced buildings (I am speaking from the standpoint of an engineer), 
concrete buildings constructed for within 5 to 15 per cent of the cost 
of mill construction, and structural steel buildings at 10 to 25 per cent 
additional cost. Of course in the cheaper types of wood construction 
there were more differences than with an engineering type. At that 
time the cost for mill constructed buildings would have shown a 
greater difference than I found for reinforced concrete. As a matter 
of fact we could not obtain low enough rates in insurance on sprink- 
lered reinforced concrete buildings over sprinklered mill construction 
to pay the difference in the interest on cost of the two types of 
buildings. 

“Since my return to Portland I have been ostensibly practicing 
economy, so I can not give you the best of comparisons from my 


COMPARATIVE COSTS 


109 


experience. But in the recent effort to relieve building conditions 
in the inner fire district, which resulted in eliminating one-third from 
the inner into the outer district, we took comparative figures on two 
buildings, one mill constructed and one of reinforced concrete. The 
two buildings were to cover an area of 100 by 100—plastered through¬ 
out, as if they were to be used for retail stores. The figure we 
received, without heating, fighting, plumbing and elevator, for mill 
construction was $27,135 against $37,651 for the reinforced concrete 
building, an additional cost of 37 per cent. To those figures, add 
$6,000 to both buildings for plumbing, etc., and the additional 
cost of the reinforced concrete building was 31.7 per cent more than 
the cost of the mill constructed building. This is because lumber 
is cheaper in the West than it is in the East, and cement, sand and 
gravel are much more expensive. 

“ Now the best comparison of safe types of fire-resisting construc¬ 
tion can perhaps be shown by the comparative insurance rates— 
from the judgment of men whose business it is to study this question. 
We in Portland have secured comparative insurance rates—assuming 
occupancy of a furniture store and the rate on the wood construction 
building was 47^ and on the fireproof building 35^ and with sprinklers 
the comparison was 28 on the mill and 21 £ on the fireproof. 
The rate was made on the building, not on the contents. The rate 
for the mill constructed building, sprinklered, 28j4, was less than on 
the unsprinklered fireproof building, 35 j£. 

“ I also had copies of fire rates from the Chicago Board of Fire 
Underwriters, assuming a machine shop occupancy. The rate on a 
building not sprinklered, mill construction, was $1.11, as against 24j£ 
for fireproof construction; and sprinklered, 15j£ for mill construction 
as against 14£ for fireproof material. The comparison between the 
sprinklered mill construction building shows 15^ as against 24j£ for 
the non-sprinklered fireproof building; and where both are sprink¬ 
lered only 1£ difference, 15£ for the mill construction and 14j£for the 
fireproof. On the contents, the rate on non-sprinklered mill con¬ 
struction was $1.36 as against 64j£ for the fireproof; the rates on 
contents of sprinklered building were 30£ for the mill as against 26j£ 
for the fireproof building. The comparison there for the sprinklered 
mill constructed is 30£ as against 64^ for the non-sprinklered fireproof 
building. This shows clearly that a sprinklered mill constructed 
building is a safer risk from a fire insurance standpoint than one of 
non-sprinklered fireproof construction. 

“The sprinklered mill constructed building is safer both as to 
building and contents than is a fireproof building, non-sprinklered. 
In the same way a mill constructed building with properly con¬ 
structed stairways and elevator shafts is safer as to contents than the 
non-sprinklered unprotected stairway of a fireproof structure. An- 


110 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


other thing is the temperature which runs from 1,000° to 1,200° 
as compared to 1,800° in fireproof non-sprinklered buildings. The 
steel columns almost invariably buckle early in the game and are of 
no further support to the building. 

“ I believe, from my experience in both kinds of construction, that 
the mill constructed building, masonry walls, wire glass windows, 
equipped with a sprinkler system, would have almost as great effect 
in stopping a conflagration as if the interior was of so-called fire¬ 
proof construction, that is, incombustible materials.” 


Relative Cost of Brick and Frame 

On one small office building, 30X70, two stories, brick was 19 
per cent more than frame. On a house 24X30, brick to top of 
second story but gables of frame, 8 per cent extra. This figure 
might be easily increased to 15 by using a fine pressed briek, and 
ornamental work. 

The Bureau of Buildings, Borough of the Bronx, New York, esti¬ 
mates the difference in ordinary sized buildings at 18 per cent. 

Small Dwellings. At a meeting of the National Building Brick 
Manufacturers’ Association a paper was read by Mr. J. P. B. Fiske 
giving the result of a careful investigation of the cost of the average 
8-room house when constructed of various materials. A set of plans 
was made, specifications prepared for the various types, and bids 
taken from five contractors on nine different styles of outside wall 
construction. One of the types was actually built. 


Description 

Type No. 1. Frame covered with boards and finished with clap¬ 
boards over building paper; inside surface furred, lathed and plas¬ 
tered. 

Type No. 2. Frame covered with boards and finished with 
shingles over building paper; inside surface furred, lathed and 
plastered. 

Type No. 3. A 10-in brick wall, that is, two 4-in walls tied 
together with metal ties and separated by a 2-in air space; inside 
surface plastered directly on the brickwork. 

Type No. 4. A 12-in solid brick wall, inside surface furred, lathed 
and plastered. 

Type No. 5. Hollow terra cotta blocks, 8 in, stuccoed on the 
outside and plastered directly on the inside. 

Type No. 6. Hollow terra cotta blocks, 6 in, finished with a 4-in 
brick veneer on the outside and plastered directly on the inside. 


COMPARATIVE COSTS 


111 


Type No. 7. Frame covered with boards and building paper, 
furred and covered with stucco on Clinton wire cloth; inside surface 
furred, lathed and plastered. 

Type No. 8. Frame covered with boards (building paper omitted) 
and finished with a 4-in brick veneer on the outside; inside surface 
furred, lathed and plastered. 

Type No. 9. Frame finished on the outside with a 4-in brick 
veneer tied directly to the studding (boarding omitted); inside 
surface furred, lathed and plastered. 

(It is not usual to fur frame dwellings on the inside, and this is 
probably a misprint.) 


Details Common to All Types 


A. Foundations.Local stone 

B. Cellar floor.Finished with 2-in concrete of Portland cement 

C. Chimney.Faced with brick costing $17.50 per M 

D. Fireplaces.Faced with brick costing $17.50 per M 

E. Plastering.First-class “two-coat” work 

F. Exterior finish.Cypress 

G. Blinds.White pine 

H. Screens.Copper bronze on white pine frames 

I. Window frames.Hard pine 


J. Floors.Double floors throughout, with paper between except 

in unfinished attic; Georgia pine upper floors; 
main hall on first floor of oak 


K. Inside finish.North Carolina pine 

L. Doors.Washington cedar 

M. Hardware. Brohze finish of ordinary type, costing $60 for the job 

O. Conductors...!.Copper 

P. Flashing.Tin 

Q. Electric fixtures.Costing $80 

R. Hot water heating.Costing $250 complete 

S. Wiring.Costing $68 

T. Plumbing.Costing $370 

U. Painting... . Exterior and interior; clapboard house, $225; other 

houses, $130 

V. Glazing.Double thick 


Note.—S hades, kitchen range and tile work not included. 


Details. It is, of course, possible to increase the cost of any 
house by using expensive materials, such as the highest grades of 
pressed brick, or the more expensive tapestry qualities. And so on 
in other fields than masonry. 

Tapestry bricks are of many styles and colors, but the tints are 
burned in instead of coming from artificial mixtures. There is a 





















Comparative Bids 


112 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


lO 


m °.9 

.2 

«-> a) ^ 

W H 5 

9 M 

« ° a 

n ^ * rl 

« g § 

d 

o v 

o a 

- -i 

o 2 

dfi, 

m 


Ik 

>=3 

W 


M 

18' 


fl 

5 ^ 

O O o 
O ^ o 

3^3 

02 

o^ST3 

a.S c3;o 




3g 

OO 

Cfl£ 

W H 

Q 


O Tf lO O O CO 
M ffl © N H U5 

O. ® ®. t ^ H . 
I> co* o t^T |>* I> 


© O O O O T* 

© <N O O O ■<* 

O CD O CO O CO 

M ^ N © © N 

05 rt< b- <N 


8 8 8 8 8 8 
NONOOci 
lO H o lO « 

00 00 O CO 05 

CO CO CO N N CO* 


CO O O O CO 
CO © O O rH 
<n o6 oo o cd 

CO CO Tt< 05 00 

n in q © ^ 

CO* N N N N 


O <M_ O o O CO 

<o h oi d 6 n 

H © N o 1C 00 

^ h n q h 

£» co i> t>r 


1C CO H O H 

O o ^ ^ 

H Tf 00 N CO 

l> t> oo" 


o^qqo^ 

in cd oo cd 6 n 

N CO H © Tf N 
•O ^ * 05 CO 
N co" N N N N 


§£§ 
cd id <n 

CO CO 05 
N N CO 


O O lO 
O O 05 

odd 

05 - 

CO 

CO* t> 


no 


*2 
IS 

*-* <N CO T* lO *3 

6 d 6 o 6 8, 

£ £ fc £ £ S 

Jh 

Tl T3 T3 n© t3 £ 

n S S S'm 


c3 

o 

_Q 


> 
o 

CO QJ 


o o 

. o o 

X 

a> 

Tt< O 

• o oo 

a> 

bC 

©3 

-+s 

© cd 

• o oo 

r- oo 

• io co 

CO *> 

; oo 

cd cd 

• t>T cd 

a 


'-'.9 

.2 32 
« g-2 

fl $P 

oiSg 

.2hd 


d 

O <0 

o a 

3 2 

9pn 

02 


^ ° § 
|«S 

t ■ fl 

d 

° £.24 

o o 2 

co 03 _0 

!w w 

m 


Sm£® 


cm 

2* 

uO 

pqH 

Q 


<N 05 o os iq oo 
id cd cd o cd id 


© pi n o q © 
id ad "d cd ■<* cd 


® 00 CO co N O 
i-h cd oi ^ cd oi 


1 C ^ M M N N 
»d 00 00 rji l> O 


cm i-H cq t— t~-- co 
© t> cd cd 


© q q q o 

cd 6 cd d cd 


i© O ^ p p ?H 

cd co ed 05 cd 05 


O O o o O o 


2 
IS 

H N CO ^ ifl "q 

6 6 o oo ® 

fc 5? 5? fc £ S’ 

s 

t 3 -a -d -d -o £ 

3SfflSS< 
























COMPARATIVE COSTS 


113 


great variety of colors. The usual sizes are 8X2|X3f; 12X21X4; 
18X2X6. The mortar joints run as wide as If in, so that a wall 
with this size has half the surface of mortar. The face patterns are 
of all kinds. 

For the ordinary work with a rough joint, the laying is, if any¬ 
thing, easier than for common pressed brick; but the pattern work 
takes more time according to design. 

Rivalry. The success of the reinforced system of construction has 
rather stirred up the “old line” fireproof companies and the brick 
manufacturers. Competition is the life of the interesting com¬ 
parisons that are always being made between the costs of the 
various systems. It should be remembered that in an ordinary 
dwelling or structure it is principally the framework that is affected 
by the kind of material used. The newer fittings of fireproof finish 
for doors, base, etc., are not applied, even in a house that is called 
fireproof. Walls, floors, ceilings, partitions being attended to, the 
millwork, plumbing, plaster, electric fixtures, painting (inside) and 
other factors should not enter into a comparison. They are but 
slightly affected by the style of construction. 

The National Fireproofing Co., dealing in hollow tile, publishes a 
table giving costs of various types of construction, based on an 
average frame dwelling costing $10,000 complete in the vicinity of 
New York City. The figures are based on averages taken from two 
architects and two builders with experience in the type selected. 


Table of Cost 

A. $10,000 frame. 

B. 11,000 brick outside walls, wooden inside. 

C. 10,000 brick outside wall, backed up with Natco hollow tile. 

D. 10,250 stucco on expanded metal, wooden inside. 

E. 10,500 Natco hollow tile, stuccoed, wooden inside. 

F. 12,000 Natco hollow tile, stuccoed, fireproof throughout except 

roof. 

G. 14,000 Natco hollow tile walls faced with brick, fireproof floors 

and roof. 

H. 15,000 brick walls, fireproof floors and roof. 

Insurance. The lower rate of fire insurance should always be 
considered in comparing the fireproof structure with the ordinary 
type. If an expense of $100 per annum has to be met this means an 
investment of $2,000, at the rate of 5 per cent. The difference in the 
yearly insurance bill should first of all be ascertained to see if the 
principal necessary to produce the amount would not be better put 
in a fireproof building. 


114 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Loss. Another danger is loss of business through a fire. This 
sometimes amounts to a great deal. Still another is loss of rentals, 
and one more is depreciation, which is more on ordinary structures 
than strictly fireproof ones. 


Exterior Walls—Cost of Some Types per Square Foot 
(On 1913 basis) 



With 

openings 

Net 

area 

Rubble with 16-in walls and cut stone trim¬ 
mings for doors and windows. 

30j£ 

34^ 

Rubble as above covered with rough cast.. . 

35^ 

39^ 


Common Brickwork 
(On basis of 1,000 sq ft) 


Thickness 

of 

wall 

Number required 
in wall measure, 
(224) 

Number required 
in actual or kiln 
count (17) 

Cost at $12 per M 
in wall measure 

4£ Ins 

7,500 

5,667 

9^ per sq ft 

9 “ 

15,000 

11,334 

18^ 

13 “ 

22,500 

17,000 

27j4 “ 

17 “ 

30,000 

22,668 

36^ “ 


Pressed Brickwork 
(On basis of 1,000 sq ft) 


Actual number required, 6,500 at $20. $130 

Labor laying. 75 

Mortar. 10 


$215.00 

Profit. 21.50 


$236.50 

Allow per square foot. 0.24 























COMPARATIVE COSTS 


115 


Common Brick Faced with $20 Pressed 


Thickness over all 

Per sq ft. 

9" 

33 cents 

13" 

42 “ 

17" 

51 “ 

21" 

60 “ 

Common Brick Faced with $40 Pressed 

(Pressed brick alone, 39^) 

Thickness over all 

Per sq ft. 

9" 

48 cents 

13" 

57 “ 

17" 

66 “ 

21" 

75 “ 


Moisture proofing. Add for this, per sq ft, 2 coats, 3 cents. 
Furring. 16" centers (no lath). Add per sq ft from 2 to 3ji. 
Plaster. 2-coats on moisture proofing, per sq ft 3^. 

Plaster. 2-coat on wood lath, per sq ft 4j£. 

Brick Veneering 
(On basis of 1000 sq ft.) 

Common Brick:— 

Number required in wall measure, 7500. 

Number required in actual or kiln count, 

6000 at $8. 

Mortar. 

Labor. 

Profit, 10%. 

Per sq ft 15^ 

Pressed Brick at $20—Veneering 


6500 brick at $20. $130 

Mortar. 12 

Labor. 90 

Profit, 10%. 23 

Per sq ft 26j£ - 


$48 

10 

78 

14 

- $150 


$255 























116 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Pressed Brick at $40— Veneering 


6500 brick at $40.$260 

Mortar. 12 

Labor. 100 

Profit. 37 

Per sq ft 41 £ - $409 


Molded or other stone sills, clips, etc., not allowed. 

Note. —In making a comparison of walls there is one point that has to be re¬ 
membered with a 9" brick one: When on an upper story it requires a 13" wall 
below. That it does not always have a proper foundation is beside the question. 
It ought to have one. 

For a stud wall on a common dwelling a 9" foundation is usually 
made to serve, and it is strong enough if well laid in mortar with not 
less than half cement, and with an occasional buttress, bay extension 
or partition to brace it. A mortar of cement alone is naturally 
better. 

Take, for illustration, the wall of a common flat. Assume that 
it is 8' 6" from the bottom of footings to the top of the first floor, 
9' 6" clear, and 1 ft to top of second floor, a total of 19 ft high by 1 ft 
wide, or 19 sq ft at 13". The second story 9 ft in clear, and averaged 
2 ft for slope of roof, a total of 11 sq ft of 9". 

To 19 sq ft of 13" common brick, at 27^ = $5.13; the 11 sq ft of 
9" at 18^ =$1.98, a total of $7.11. Dividing this by the total num¬ 
ber of sq ft =23.7^, or practically 24 averaged all over the wall. 
To get a fair average of a certain class of wall the necessary found¬ 
ation ought to be included, and the price taken from footing" to the 
coping, or plate. 

Take next a building with one story and basement: Allow 8' 
6" X13" from bottom of footings to top of floor as before; and 11' X9" 
for the top story. On the same unit prices the cost of the basement 
wall, 1 ft wide, is $2.30; and of the top story, $1.98, a total of $4.28. 
This divided by the total sq ft gives an average of close to 22^. In 
comparing a 9" brick wall with a stud one, therefore, the foundation 
must be remembered, for a light 9" may be used with frame con¬ 
struction. In all cases the figures should be from footing to top of 
wall. 


Cement Block Walls 

For 12" and 8", 2-story, averaged per sq ft at 30 cents 
For 8", 1-story. 25 cents 

Moisture Proofing or furring to be added the same as already 
given for brick. 








COMPARATIVE COSTS 


117 


Average. All that the figures are expected to give is an average. 
For example, the brickwork ought to be cheaper for a 17" wall than 
for a 9" per M, but there is no change in the table. , 


Frame Walls 


DETAILED COST OF 1 SQUARE OF WALL WITH 2X4 STUDS 
AT 16" CENTERS: 


Studding, 80 ft bm at $24. $1.92 

Labor at $12 per M. .96 

Nails. .10 

- $2.98 

Sheeting, 116 ft bm at $27. $3.14 

Labor at $7 per M.82 

Nails.10 

- $4.06 

Paper.25 

Siding, 6" plain work with corner boards, 120 ft at 

$34. $4.08 

Labor. 1.60 

Nails.10 

- $5.78 

Painting, 3 coats. 2.75 

Profit, 10%. 1.58 


Total.$17.40 

Per sq ft, 18 cents 

Note. The cost of this wall is the same as the one with 9-in common brick, 
but the difference comes in the use of a 13-in wall for a basement in the brick 
building, while a 9-in serves in the frame. But the sill must be added for the 
frame. 

Average. It would be easy to make a wall cost from 25 to 100 
per cent more than the PLAIN one detailed above. Angles, bays, 
projections, etc. are costly. Corner boards, outside base, window 
or door frames, cornice, etc., are not included. 

With the above detailed wall as a basis, the following figures 


are made: 

Per sq ft 

Wall as given without plaster, (No. 1).18^ 

“ “ with inside 2-coat plaster, (No. 2). .22^ 

“ " with share of sill on 1-story building, 

add 2 i per sq ft; for 2-story add \£. 

For No. 1.19 and 20^ 

With inside plaster No. 1.23 and 24^ 

(A 6X8 sill at 20^ per lin ft is allowed) 























118 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Per sq ft 


Wall with angle sheeting instead of level.20^ 

Wall with 2X4 studs set 12" instead of 16".19^ 

Wall with 2X6 studs, 16" centers, instead of 2X4.19^ 

Wall with 2x6 set 12" centers.20 H 

Wall with 4" siding instead of 6", with corner boards.20)^ 

Wall with 6" mitered siding instead of corner boards.19^ 

Wall with 4" mitered siding instead of cor. bd. and 6".21 

Shingles, undipped, plain work.18 

Shingles, dipped in creosote..21 


Plaster on the inside is not given above except on the No. 2 wall. 
The allowance for sill is not included, except as noted. 

For Plaster. Wall as above detailed out, without siding and 
paint, but iricluding furring strips at 10" centers on outside, metal 
lath and plaster.24^ 

Add for sill, cornice, etc., as may be required. 

There are some substitutes for metal lath on the market, but, in 
general, it is not advisable to use them on the outside. 

U. S. Period. In 1913 the Chicago Face Brick Association had 
a competition, open to members of the Architectural Club for 
houses at $4,000 or less, built of brick. The Hy-Tex people pub¬ 
lished 25 of the best designs ; and the costs submitted showed that 
a standard unit was 18j£ per cubic foot for the house, and 9^ for the 
porches. Apply the U. S. index numbers for any year. 

Change of Base. The millmen, glass men, machine bolt men, 
and hundreds of other manufacturers work their products and price 
lists by a discount sheet. This sheet is put on such a basis that 
no change of price can affect it, and the discount is changed to suit 
rise or fall in prices. So with the U. S. authorities in the choice 
of the unchanging base of 1913 = 100. Back to 1890, or forward 
to 1930 the cost of building in any year can be found by working 
•the percentages. 

Take the frame wall just set at 18c* per square foot on the 1913 
base. The 1919 index number is 201. By the simple “ Rule of 
Three,’’ or proportion, the cost of such a wall in 1919 is 36.18^, or 
practically 36^. But for 1894 the index number is only 70. The 
cost on this basis is 12.6^ or 13^, as it would be put. 

The previous parts of this chapter are on the U. S. 1913 base 
system. What follows is on the dates as shown. 

A building paper gave the following comparison to “ boom ’’ 
building, but the percentage of increase is kept far too low. The 
government reports are accurate. 












COMPARATIVE COSTS 


119 


Summary of Estimate on Twelve-room Two-family House 
Prices, New York Market, 1915—1919 



1915 

1919 

Ratio 

Excavation. 

$199.23 

$293.97 

1.48 

Masonry. 

573.37 

847.09 

1.48 

Interior plaster. 

365.80 

549.47 

1.50 

Exterior plaster. 

284.77 

458.05 

1.60 

Rough carpentry. 

1,199.50 

1,704.54 

1.42 

Finished flooring. 

170.67 

224.18 

1.31 

Screens. 

37.90 

48.00 

1.27 

Millwork (exterior). 

241.25 

386.08 

1.60 

Millwork (interior). 

331.96 

544.50 

1.64 

Roofing. 

120.57 

198.96 ' 

1.65 

Painting. 

138.88 

243.05 

1.75 

Plumbing. 

311.84 

' 410.00 

1.35 

Hot-air heating. 

373.94 

528.00 

1.41 

Electric work. 

80.45 

118.00 

1.47 

Finish hardware. 

45.70 

80.00 

1.75 

Rough hardware. 

42.80 

75.00 

1.75 

Total. 

$4,518.63 

$6,708.89 


Per cent of increase 1919 over 
1915. 

48.4 





Itemized Costs of Houses Built in 1915, 1919 and 1920. In a 
letter in a recent issue of The Improvements Bulletin, H. A. Sull- 
wold, Architect, St. Paul, Minn., gives the following figures as show¬ 
ing the comparative costs of houses, bids for which were taken in 
1915, 1919 and 1920: 

House A—1915. Cost, $4,250; 30,855 cu .ft; cost $.137 per 
cubic foot. 

House B—1919. Cost, $8,399; 33,264 cu ft; cost, $.252 per 
cubic foot. 

House C—1920. Cost, $11,820; 32,978 cu ft; cost, $.358 per 
cubic foot. 





























120 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Itemized Cost 



House, 

1915 

House, 

1919 

House, 

1920 

Excavation, foundation, etc.... 

$750 

$1,485 

$1,950 

Lumber. 

517 

1,300 

1,790 

2,089 

Millwork. 

915 

2,950 

1,295 

Plastering and insulation. 

732 

850 

Tinning. 

70 

100 

136 

Painting. 

280 

300 

895 

Carpenter labor.. 

700 

1,200 

1,800 

Bond. 

25 

125 

230 

Ironwork. 

51 

125 

None 

Insurance (workmen’s com¬ 
pensation) . 

None 

75 

100 

Tilework. 

None 

675 

None 

Hardware.'. 

200 

375 

*375 

Totals. 

$4,240 

$8,400 

$11,820 


* Poorer quality. 


Comparative Stucco Costs at Omaha, Neb., June 26th, 1919 

The following shows for comparison, the average approximate • 
cost of 1,000 sq ft of outside wall construction, from studding out, 
nails not included, using retail prices of above date: 

No. 1 Weatherboarding 


1200 sq ft shiplap @ $50.00. $60.00 

Labor to apply same. 15.00 

1000 sq ft 25-lb red rosin paper. 3.00 

1300 sq ft 6" weatherboarding @ $48.00. 62.40 

Labor to apply same. 20.00 

3 coats paint, applied (111 yds @ 356 per yd).-. 38.85 


$199.25 

No. 2 Shingles 

Shiplap and paper applied. $78.00 

10,000 6-2 random width shingles. 55.00 

Staining shingles. 15.00 

Labor to apply same. 27.50 


$175.50 

































COMPARATIVE COSTS 


121 

No. 3 Stucco Over Metal Lath 

Shiplap applied. $75.00 

1000 sq ft waterproof paper. 4.80 

117 yds 17 gauge metal lath @ 31^ per yd. 36.27 

Labor to apply same. 7.77 

f 20 Sax cement @ 70?f.$14.00 

Cement Stucco j 2 yds sand. 4.40 

i 1 bu hyd lime. 1.15 19.55 

Labor to apply stucco @ 50^ per yd. 55.50 


$198.89 

No. 4 Bishopric Board Stuccoed 

1000 sq ft medium weight stucco board, creosoted. $45.00 

Labor to apply same. 5.55 

f 14 Sax cement @ 70^. $9.80 

Cement Stucco \ 1^ yds sand. 3.30 

11 bu hyd lime.85 13.95 

Labor to apply stucco @ 50^ per yd. 55.50 


$ 120.00 

No. 5 Shiplap and Bishopric Board Stuccoed 

Shiplap applied. $75.00 

Bishopric board stuccoed. 120.00 


$195.00 

No. 6 Back Plastered Stucco on Metal Lath 

Metal lath, labor and cement stucco exterior. $119.09 

Back plastering between studs. 

f 5 Sax cement 70 £ . $3.50 

Cement Stucco j § yd sand. 1.10 

i \ bu hyd lime.30 4.90 

Labor to apply same @ 30j£ per yd. 33.00 


$156.99 

Cost Per Yard 

• No. 1 weatherboarding. $1,795 

No. 2 shingle. 1.581 

No. 3 stucco over metal lath. 1.791 

No. 4 Bishopric board stuccoed. 1.081 

No. 5 Shiplap and Bishopric board stuccoed. 1.756 

No. 6 back plastered stucco on metal lath. 1.413 




































122 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


In 1921 the Nebraska chapter of the American Institute of Archi¬ 
tects gave the comparative cost of wall covering as follows: Painted 
siding, $340; stucco, $750; brick veneer, $1,275. This for a two- 
story house 24'X30'. 

In a tornado brick veneering falls in the street. There is not a 
sufficient bond between the wood and the brick. 

Frame or Brick. The Committee on Fire Protection of the 
Boston Chamber of Commerce gave the annual cost of repairing 
and painting the ordinary type of building as $250 on a $10,000 
house, and $150 on a $6,500 one, or a tax of per cent per year on 
original cost. To the average person these figures look a little 
“ steep ” unless the frame has been poorly built, and has passed its 
best days. 

The American Face Brick Association compiles figures to show 
that the difference between frame and brick is growing less every 
year. 

Percentages of Differences 


Year 

Frame, 
per cent 

Solid brick, 9-in 
wall, per cent 

1910 

0.0 

9.1 

1913 

0.0 

8.1 

1915 

0.0 

6.9 

1919 

0.0 

6.4 


“ The difference, then, in the first cost of a house,” say the 
Common Brick Manufacturers, “ costing $6,500 in frame would 
be but $416 on the basis of the 1919 figures. This would not pay 
for keeping a frame house painted four years.” 

It would, and more also, as the Bible says. But as lumber rises 
in price brick is going to gain. The inside of brick walls should be 
either furred or damp proofed, and this should be added to any 
comparison. 

Cost data prepared by Lockwood-Greene Company, engineers, 
in cooperation with the estimating engineer for the Southern Ferro 
Concrete Company, in January, 1920, gives an interesting compari¬ 
son. This particular operation involved over 400 dwellings of a 
large industrial development for Winnsboro cotton mills, Winns-, 
boro, S. C., the costs ranging as follows: 

On the 8-in tile with two coats of cement stucco waterproofed, 
$4.33 per square yard placed in the wall. 

Studding, sheathing, tar paper and siding,—the siding to receive 
two coats of oil paint,—$3.76 per square yard. 







COMPARATIVE COSTS 


123 


Studding, §-in furring strips, 26 gauge metal lath with two coats 
of exterior stucco thoroughly waterproofed and one coat of back- 
plaster waterproofed, $2.71 per square yard. 

This information is exceedingly accurate and complete with the 
exception that it does not include the profit. 


Percentages 

I have taken 22 frame buildings of all sizes and styles, and from 
actual bids put in or work done, have made out the following average 
percentages. I meant to take more as a basis, but found that the 
result would have been practically the same with 44 as with the 22. 
Some of the buildings were let when prices were high, and some when 
they were low, so that a fair average is obtained. Of course, a, little 
judgment is required to get good results from the tables for an ap¬ 
proximate estimate,—on a church, for example, the brickwork is 23 
and the millwork 16; on certain flats with hardwood finish, the figures 
are reversed. Coal-sheds, fences, sidewalks, furnaces, mantels, and 
such extra items are not included. The average in the brick build¬ 
ings have been taken from a list of 36. They range in price from 
$5,000 to $50,000. All kinds are listed—private residences, stores, 
flats, warehouses, schools, hospitals, railway stations and stables. 
Heating is not included. 

It is not always easy for architects, engineers, and others, who have 
to figure carpenter work to get at the labor. The lumber and plain 
millwork are often estimated fairly well, and then anywhere from 
25 to 60 per cent of the total taken for labor. The following lists 
of different classes of buildings will give a better idea of what the 
figures should be. Percentages do not change even if cost doubles. 


Class of work 

Frame 

Buildings 

Brick 

Buildings 

Excavation, brick and cut stone. 

15.8 

41.0 

Plaster. 

8.3 

5.6 

Lumber.. 

19.3 

11.0 

Millwork and glass. 

20.6 

12.0 

Carpenter labor. 

17.9 

9.0 

Hardware... 

3.5 

2.5 

Tin and galvanized iron. 

2.3 

3.0 

Plumbing and gas-fitting. 

6.8 

4.3 

Paint. 

5.5 

3.4 

Iron and steel. 


5.6 

Roofing. 


2.6 


100.0 

100.0 























124 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


It will be observed that some of the items under “brick” are lower 
than the same items under “ frame.’ ’ Of course, the high percentages 
of mason work necessarily reduces the other figures, but part of the 
difference is due to the fact that warehouses are listed, and the inside 
finish is thus reduced. The other fists will give a better percentage, 
but it is well to take a general average of all kinds of buildings, and 
let the architect or contractor make an allowance for any departure 
from a normal type. 

The tables may be used to estimate the cost of enclosing a building. 
By leaving out part of the millwork, paint, labor, hardware, etc., a 
fair idea may be obtained; and a certain item being known the value 
of the complete building may be found. Hardware at $350 means a 
$10,000 frame house, although this is figuring the wrong way—from 
the small to the large. 

Uniformity. In the brick fist there are 17 buildings, or about half, 
with iron and steel—for columns, beams, etc. The percentage 
varies more in this item than in any other—2, 7, 12, 3, 6.5, 5, 9, 7, 
7, 4, 2.5, 1.5, 8, 4, 2, 7, 8. Brick and stone run steadily from 38 to 50 
with most buildings about 44; but one house is only 25, as the inside 
finish, plumbing, etc., is of a superior quality. The millwork on the 
same building is 25. Carpenter labor, paint, hardware, plumb¬ 
ing, plaster, and tin, do not vary much, and when they do take a 
bound the reason is generally clear, so that in making an approximate 
estimate variations from what may be taken as a standard can easily 
be noted. 

There is even less variation on frame than on brick buildings. 
Lumber, millwork, and brick, keep remarkably steady in the same 
class. 

A Plain Building. When selecting the frame buildings I ran across 
one that could not be fisted as there was no foundation or inside finish 
except that the walls and ceilings were sheeted and a floor laid. 
It may be taken as a type of plain construction. It is 30'-6" by 
150', 2 stories high, with 2X6 studs and rafters covered respec¬ 
tively with drop siding, sheeting and shingles. The percent¬ 
ages are: Lumber, 56; millwork, 10.5; iron and hardware, 4.5; car¬ 
penter labor, 21; tin, 3.5; paint, 4.5. 

On No. 3. Another building not fisted owing to partial fire¬ 
proofing is No. 3. The 2 fronts are built of a hard Wyo. pink stone. 
The stone is backed with brick, and the rear walls are of brick. Joists 
3X14 rest on 2 fines of iron cols and steel I beams. The walls and 
ceilings are fined with fireproofing, and the partitions are built of 
hollow tile. Half the finish is oak, and the other half yellow pine. 
Without marble, elevators, heating, plumbing, electric work, and 
architect’s percentage, the cost was $125,000. The bids were 
read in the presence of the contractors so that the cost is well enough 


COMPARATIVE COSTS 


125 


known, as indeed that of most buildings is among the elect. The 
building was publicly sold later, and the newspapers gave the price 
but not the percentages. We got the contract, and here are the 
figures: 


Excavation and brick .. 

28.15 

Plaster. 

.... 3.36 

Stone. 

18.34 

Tin and copper.. . 

.... 1.65 

Steel and iron. 

14.56 

Gas-fitting. 

.60 

Lumber. 

4.22 

Gravel roof. 

.20 

Carpenter labor. 

4.55 

Hardware. 

.... 1.52 

Millwork and glass. 

11.63 

Painting. 

.... 2.20 

Fireproofing. 

9.02 


100.00 


Brick Buildings 

The following list is taken from 5 good brick houses. No. 4 has 
gas but not plumbing: 


0> 

i 









c 


a o 









c 


.2cc 


* 3 


<D 


'0> 


b£) 

l “ l 

T) 

1*0 

Plaster 

Millwor 
and Gla 

Lumber 

Carpent 

Labor 

Paint 

03 

£ 

Fh 

a 

Tin and 
Slate 

Plumbir 
and Gas 

§ 

d 

6 

Steel an 
Iron 


RESIDENCES 


$38,000 

18,600 

19,500 

8,200 

24,400 

51.8 

8.3 

13.0 

7.1 

8.3 

3 

3 

5.5 





36.5 

6 

21.8 

13 

10 

4.7 

3 

5 





35.2 

5.2 

19.1 

12 

11.3 

9.2 

3.5 

4.5 





25 

5 

25 

14 

10 

6 

2.5 

2.5 

5 




34.4 

5.4 

19.5 

12.7 

10 

5 

3.5 

5.5 

1 

3 



Average 

36.58 

5.98 

19.68 

11.76 

9.92 

5.58 

3.1 

4.6 







WAREHOUSES 


$34,000 

14,000 

17,000 

26,000 

53.3 

50 

44.9 


4.1 

5 

12.5 

21.9 

21.1 

17.5 

9.2 

10 

10 

1 

2.5 

2.3 

2 

2 

2.8 

.3 

3 

1.2 



7.2 

2 

6.8 

1 

4.4 

2 

51.5 


6.5 

17 

9 

2.5 

2.5 

2 

1.5 


6.5 

1 

12,000 

50 


8 

14.5 

8.5 

3 

2.5 

2.5 

3 


7 

1 

Average 

50 


7.2 

18.4 

9.3 

2.3 

2.4 

1.8 



5.9 

1.9 

$15,000 
without ] 

mason: 

ry- 

19.5 

22.4 

19 

2.4 

3.7 

3.6 

10.4 


19 





































































126 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Brick Buildings— Continued 



STORES AND FLATS 


$36,000 

36.9 

6 

15 

13.8 

10.2 

3.5 

2.8 

5.8 



4 

2 

34,000 

40.1 

6.5 

18.8 

12.2 

9.7 

5.9 

2.2 

2.3 



1.3 

1 

44,500 

32.2 

6.6 

20 

14.1 

12 

6 

3 

5.1 




1 

29,000 

36 

8 

20 

7.5 

9 

3.5 

3 

5.5 

4.5 


3 


11,000 

25 

6 

20 

12.5 

9 

4 

2 

3 

4.5 


12 

2" 

12,500 

38 

7 

12 

10 

9 

6.5 

2.5 

4 

4 


7 

. • 

12,000 

40 

5 

13 

10 

10 

3 

2 

8 

4 


5 


Average 

35.4 

6.4 

17 

11.4 

9.8 

4.6 

2.5 

4.8 

4.2 


5.4 

1.5 


SCHOOLS 


Cost ran 

46 

6 

12 

10.5 

from 

48 

6 

9 

10 

$15,000 to 

41 

7 

11 

15 

$45,000; 

45 

6 

11 

10.5 

most 

49 

6.5 

11.6 

11.6 

from 

45 

6 

10 

11 

$22,000 to 

45 

6 

10 

11 

$45,000 

42 

6 

12 

12 

8 and 16 

49 

5 

9.5 

11 

rooms 

50.4 

5.8 

12 

10.3 


54.6 

4.8 

9.2 

12.4 

Average 

46.8 

5.9 

10.7 

11.4 


9 

4.5 

2.5 

4.5 

5 



Slate 

9.5 

3.5 

2.5 

3 

3.5 



5 

13 

5 

3 

2 

3 




10 

4 

2 

4.5 

4 




9.7 

4.6 

2 

5 





10 

3 

3 

3 

4 



5 

10 

3 

3 

3 

4 



5 

11 

5 

3 

2 

7 




8 

3 

2 

5 

2.5 


2 

3 

9.6 

4.3 

2.2 

5.4 





11 

3.8 

2.1 

2.1 





10.1 

4 

2.5 

3.6 

4.1 





Remarks. In No. 3 of the “Warehouse” list a large plate glass 
front raises the millwork and reduces the masonry; in No. 2 the 
gravel roof has a high percentage, but the building is low, and the 
cost of a roof one story from the ground is, for our purposes, the 
same as for ten. In one building the percentage is given without 
masonry. 

Variation. Under “Stores and Flats” it will be observed that 
the average line foots up 103 instead of 100. This is owing to 
dividing steel and iron, gravel roof, and plumbing by the number 


























































COMPARATIVE COSTS 


127 


of buildings instead of by 7. It is interesting to notice how closely 
the percentages run. A reasonable profit being allowed, one might 
almost be safe in estimating the hardware in a building and signing 
a contract based upon the proportions in a table. Judging from 
bids I have heard of and read, there be some who do not build upon 
so sure a foundation. 

Silos. The field is large, and covered with all sizes and kinds of 
materials. The following comparison of costs was made in 1916, 
United States comparison with 1913 base year, 120—by the West 
Coast Lumbermen’s Association, and has a lower cost for their 
material than an outsider would give: 


Brick, solid wall. $450 to $700 

Brick, air space, hollow wall. 650 to 1,200 

Cement block. 450 to 800 

Hollow tile, cement both sides. 450 to 800 

Stone, solid, no stone supplied. 485 to 800 

Stone, double lined, air spaced, no stone 

supplied.,. 650 to 1,000 

Concrete, solid, monolithic. 300 to 600 

Concrete, hollow wall, monolithic. 650 to 1,000 

Wooden stave. 200 to 300 


The same size was used as a basis of estimate—about 14'X36'. 










CHAPTER VI 


RAILROAD BUILDINGS PER SQUARE AND CUBIC FOOT 

(Prices in this chapter are set to suit the United States base of 
1913 = 100, unless otherwise stated. Use the index numbers and 
change to suit any other year.) 


Stations and Depots 

Sq ft 

Frame Stations with living rooms, pile foundations.$2.00 

Frame Stations with brick or stone foundations. 2.00 

Passenger and Freight Depots, frame, pile foundations. 1.70 


Passenger and Freight Depots, frame, brick, or stone founda¬ 
tions. $3.00 to $4.00 

If not a standard the cost might be increased from 10 to 50 per 
cent. 

Passenger Stations, Modem. Brick, stone, slate roof, hardwood 
finish, average of six designs built, $3.60; running from $3.41 to 
$3.77. One of larger and better design cost $4.20. 

A western station, with offices on second floor, cost $7.17 per 
square foot of ground area. It is of stone with a slate roof. This 
includes area of baggage room, etc. 

Baggage Rooms, Express Rooms, and 'such minor parts of the 
main structure run from $3 to $4 per square foot if taken alone. 

Frame Station. A small frame station built in 1903 cost $2.50 
per square foot. The details of special work raised the cost. 

Freight Depots. Brick, $3.25 to $3.75 per square foot with boiler 
room below. About 35^ less without boiler room. 

The foregoing is for ordinary depots in small towns. Two large 
buildings were erected in Omaha, one in 1911 and the other in 1917. 
The first, 60X552 = 33,120 sq ft, at the rate of 2.57^; the second, 
1917, 60X367 = 22,020 sq ft at $2.84. Both on pile foundations 
and 1 story high. 

Signal Towers. These buildings are expensive when their small 
ground area is considered. For one 15'X25', concrete basement, 
and 2 stories above, plate glass on second story, and furnace, but no 
equipment, $5.65 per square foot, or 18ff per cubic foot. 

128 






BUILDINGS PER SQUARE AND CUBIC FOOT 129 


Another of the same style ran to $7 and 23j£. 

But these prices might be cut in two for some kinds of towers. 
They might also be greatly increased. 


Shop Plants 

Power Houses. From $4 to $8 per square foot for shell of building 
only, without any equipment. 

Coal Handling Plants. The designs and materials vary so much 
that it is hard to set even an approximate figure. A timber one 
with a capacity of 100 tons ran to $22,000, or $220 per ton; while 
a fireproof one of 2,000 tons was built for $265,000, or $132.50 per 
ton. This in 1918. 


Chimney Stacks 

Labor. A Custodis stack built for the Franklin Co., at Syracuse, 
took 25 days for 8 men, 4 laying the brick and the others as tenders, 
with help from an extra laborer or two on the lower part. The 
stack is 250 ft above ground, outside diam. 20 ft at bottom and 
11 ft 3 in at top. The Custodis radial brick were used. The wall 
is 29 in at bottom and 8 in at top. This will give an approximate 
idea of labor costs on such work. 

Brick Chimney Stacks. The cheapest one I know of is sq, 150' 
high, and cost without profit, $35 per ft, foundation included. One 
of large radial brick, 175', 10' to 7' core, $45; another 200, 11 to 9 
core, $55; both circular, but foundations are not included. A 
stack of radial brick 100'X5', $2,200; 125X6, $3,200, without 
foundations—but distance from yard, etc., affects price. On a 
1902 date. 

Foundations. On the 200' stack the foundation would run about 
as follows: 


Excavation. $210 

Piling (if required). 600 

Concrete. 1,900 


$2,710 

The foregoing prices given are for ordinary conditions, and this 
list below is on the same basis. Under 800° Fahrenheit stacks for 
boilers are of a standard type, but for high temperature work special 
designs are necessary for each installation, and approx prices are 
hard to set. No two cases are alike. 

Foundations are not included on any of the sizes given. The 






130 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


diams given below are the internal ones, at the top of the stack. 
The bottom diam is always greater. 


Size 

Cost 

Size 

Cost 

80X4 

$1,150 

150X6 

$3,600 

90X4 

1,350 

175X7 

5,150 

100X4 

1,600 

200X9 

6,850 

125X5 

2,500 




A comparison shows that the actual cost of two sizes was much 
more than above: 175X7 at top runs to $7,875; and 200X9 to 
$11,000. Temperature and other factors have to be taken into 
account. 

Chimney Wrecking. Most wrecking has to be done on the piece¬ 
meal system, but occasionally a quicker method is possible. The 
common method of razing lofty chimneys now is to underpin one 
side with wood and afterwards set it on fire. The cut is made accord¬ 
ing to the direction in which the chimney is to fall. Up to 1921 
one man had razed about a hundred by this manner in England. 
Some were from 200 to 250 ft high. There was not an accident 
connected with the work. 

Comparative Approximate Cost of Chimneys —1913 


Height 

Diam., 

Horse¬ 

Brick 

Con¬ 

Self-supporting 

steel 

Guyed 

steel 

feet 

feet 

power 

crete 

Weight, 

lbs 

Cost 

Weight, 

lbs 

Cost 

100 

42 

258 

$1,750 

3.375 

4.375 

$1,625 

2,587 

3,500 



8,250 

21,080 

31,450 

$525 

1,062 

1,537 

150 

54 

551 



150 

72 

1,023 

51,750 

$2,640 

175 

84 

1,531 

5,375 

4,375 

76,250 

4,062 

53,230 

2,590 

200 

96 

2,167 

7,000 

5,625 

108,100 

5,750 

200 

120 

3,448 

9,000 

7,250 

117,000 

6,220 



225 

132 

4,455 

10,875 

8,750 

155,900 

8,312 



250 

144 

5,618 

12,500 

10,125 

206,800 

11,000 




Steel Stacks. The weight being given above the local prices 
must be applied with an extra allowance for erection of $20 per 
ton, wages being 70^ per hour for mechanics and 40^ for laborers. 
Also Foundation. 
























BUILDINGS PER SQUARE AND CUBIC FOOT 131 


Stacks Per Rated Horsepower 


Height 

Diameter 

Cost 

Height 

Diameter 

Cost 

125' 

150' 

6' to 12' 

8' to 14' 

$5 to S3 

4 to 2.50 

175' 

200' 

10'to 14' 

12' and over 

S3 to S2.5 
S3 


Remarks. The diameter is inside at top. The costs are about 
1912, from “ Peabody and Miller,” Steam Boilers, as well as the 
following: “ A red brick chimney costs about 25 per cent more than 
a radial brick chimney of the same capacity; a self-supporting steel 
stack fully lined, about 23 per cent more; a self-supporting steel 
stack half-lined about 14 per cent more; a self-supporting steel 
stack unlined, about 14 per cent less; a steel stack guyed, about 
40 per cent less than a radial brick chimney of the same capacity.” 

Sizes of Foundations for Half-lined Steel Chimneys 


(Philadelphia Engineering Works) 


Diameter, clear, ft. 

3 

4 

5 

6 

7 

9 

11 

Height, ft. 

Least diam. founda¬ 

100 

100 

150 

150 

150 

150 

150 

tion, ft and in. . . 

15' 9'' 

16' 4” 


21'10'' 


23' 8'' 

24' 8'' 

Least depth, ft.... 

6 

6 

9 

8 

9 

10 

10 

Height in ft.. 
Least depth of 


125 

200 

200 

250 

275 

300 

foundation. 


7 

10 

10 

12 

12 

14 


Weight of Sheet Iron Smokestacks per Lineal Foot 
(Porter Mfg. Co.) 


Diameter, 

inches 

Thickness 

Pounds 
per foot 

Diameter, 

inches 

Thickness 

Pounds 
per foot 

10 

No. 16 

7.20 

10 

No 14 

9.40 

12 

i ( 

8.66 

12 

( i 

11.11 

14 

< C 

9.58 

14 

i ( 

13.69 

16 

i ( 

11.63 

16 

i i 

15.00 

20 

i ( 

13.75 

20 

( i 

18.33 

22 

( i 

15.00 

22 

( ( 

20.00 

24 

i i 

16.25 

24 

i ( 

12.66 

26 

i l 

17.50 

26 

i ( 

23.33 

28 

( i 

18.75 

28 

< l 

25.00 

30 

i <• 

20.00 

30 

i c 

26.66 



































132 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Reinforced Concrete Stacks. For the following approximate 
figures I am indebted to the Weber Co., of Chicago. This company 
has built about 1,000 stacks. Under this system the foundation 
necessarily goes with the stack so that the reinforcement can be 
anchored. 


On 1913 Basis 


Height 

Diameter 

Foundation 

Total cost 

200 ft 

10 ft 

$400 

$6,000 

175 

8 

300 

5,000 

150 

6 

200 

3,300 

125 

5 

200 

2,500 


The foundations, on fair soil, go about 8 ft deep on a 200-ft stack 
to 6 ft on one of 175 ft high. 


One reinforced stack in Butte is.350'X18' 

One reinforced stack in Tacoma is. 300'X18' 

One reinforced stack in Georgetown is. 275'X17' 

One reinforced stack in New Orleans is. . . . 250'X15' 
One reinforced stack in London, Eng. 250'X20' 


The largest reinforced stack in the world was built by Weber in 
Japan. Height 570 ft, inside diameter at top 26 ft 3 in. 

A brick stack at Anaconda has 60-in walls at bottom, 22 in at 
top, is 570 ft above ground, 76 ft inside diameter at bottom, and 
60 ft at top. 

Weber Work. A reference to the foregoing will give the approxi¬ 
mate cost of such chimneys in 1913 and normal times. The following 
figures are based on higher rates brought about by the war. 

Special requirements have to be kept in mind. The price of 
cement is regulated by the distance from the factory, while many 
of these stacks are built for water power in mountainous regions 
where steel, lumber for forms, sand and gravel are necessarily high 
in price. This applies to brick and steel stacks as well. 

In cities where wages are very high the cost of a stack is much 
more than in country districts. A special estimate for each stack 
has to be made after the prices of material are obtained. But for a 
fair approximate figure within a radius of 500 miles of Chicago, 
the Weber accompanying table is useful. 

The internal diameter is given. The foundation is included but 
not the excavation. 













BUILDINGS PER SQUARE AND CUBIC FOOT 133 


Reinforced Chimney Costs, 1923 


100'X 4'diameter. $2,500 

125'X 5' “ 3,300 

150'X 6' “ 4,200 

175'X 8' - 6,000 

200'X 9' “ 7,200 

225'X12' “ . 12,500 


1913 Basis 

Steel Stacks. Self-sustaining steel stacks, 7 ft diameter, 150 ft 
high, without foundation, $29; 9 ft and 200 ft, $33 set. For small 
guyed stacks allow per foot at factory as follows: 


24 " 301 ' 36 " 42 " 48 " 

No. 14iron. $1.35 $1.71 $2.07 $2.43 $2.79 

No. 12 iron. 1.84 2.32 2.80 3.28 3.76 

No. lOiron. 2.38 2.92 3.46 4.00 4.54 


Allow setting extra at $15 to $40. Wire rope, f in, 3j£ per foot; 
i in, 1^. For sizes not given allow 4ji to 4$*f per pound at factory. 
In 1904 a short 10-in stack cost 80^; 14-in, $1; 24-in, $1.15. 

Lightning Rods. They are coming back again, but under scien¬ 
tific conditions. The United States uses copper rods on all powder 
houses and battleships. The National Capitol, the White House, 
Washington’s Monument, the Statue of Liberty are all rodded with 
copper. 

The returns from 48 Iowa Mutual Insurance companies showed 
losses of $15 where buildings were rodded, and $58,000 where they 
were not. 

Sizes. For ordinary use there arc three classes of rods: (1) 
250 lbs per 1,000 ft = $140; (2) 190 lbs per 1,000 ft = $130; (3) 
140 lbs per 1,000 ft = $115. 

An approximate price for rodding is 20^ per foot in place and 
$2 extra per point. Chimney rodding is heavier and more elaborate. 

The regular large chimney builders recommend lightning rods. 
Heinicke says: “Owing to the numerous accidents and destruction 
of chimneys caused by lightning, we cannot help wondering why 
some people still do not use lightning rods. Of course, a rod must 
be of proper construction to fulfill its requirements, and proper care 
must be taken especially for the earth connection.” 

Kellog specifies two points for any diameter chimney up to 5 ft 
inside and one point extra for each 2 ft or fraction more. These 
points should be j in diameter by 8 ft long, with 1| in platinum 
tips. Lower ends of points connected by loop of copper cable 











134 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


around chimney. From this loop down, \ in, 7-strand No. 10 
Stubbs’ wire gage copper cable to be connected to ground plate, 
fastened every 7 ft to brass anchors. These sizes will give a basis 
for an estimate. 


Manufacturing Buildings 

We live in an age of machinery; and the house that held the old 
anvil under that spreading chestnut tree is far too small for our 
requirements. A class of buildings has arisen that belong, like the 
skyscraper, to the American style of architecture. Like the sky¬ 
scraper also they belong rather to the engineer than to the architect. 
The latter is merely called to hang a curtain over the framework 
to keep the cold and rain out—and the curtain in some of them is 
of expanded metal and concrete only 3 in thick. I made the 
estimates for Nos. 7, 8 and 14, and since they were built have made 
estimates and valuations on many others. 

These buildings are now to be found all over the country for 
electric-light works, locomotive-shops, machine-shops, foundries, 
steel works, rolling-mills, tin-plate works, boiler-shops, bridge- 
building and ship-building establishments, pipe-foundries, and 
manufacturing plants of all kinds, which are equipped with electric 
traveling-cranes that lift anything from 100 lbs to 250 tons. i 

Percentages. The percentages on page 135 are from the under side 
of the water-table. Floors are included. It is seldom that two 
foundations are alike, and the only safe criterion is from the floor line 
up. Skylights cover from £ to | of the roof surface. No. 8 is 
150X500; No. 7, 150X400, No. 14, 150X310. Machine foundations 
tracks, heating, and lighting are not included. Extra cross walls 
account for the high rate of the brickwork in No. 8, and the cheap 
lumber and less of it in proportion, on account of leaving out gallery, 
etc., makes the difference in that item. 

Wiring and Cold-water Painting are not included. 

Machine and Erecting Shops. With areas of 50,000 to 100,000 
sq ft the average of five built when prices were low was $1.80. The 
figures ran from $1.27 to $2.40. The Rock Island shop, 860 ft long, 
is given in “The Railway Age” of Chicago at $1.50. But cost of 
shops is heavily affected by foundations, and by style of construction. 
Foundations to grade may easily cost 25 per cent of the total; and 
the lean-to style of the R. I. shop is far cheaper than if the outside 
walls were carried to level of main roof. Everything is ready for 
cranes, but none included. Piling if required, 14^ per square foot of 
total area. The highest price per cubic foot, heated, should not 
exceed 8^. 


BUILDINGS PER SQUARE AND CUBIC FOOT 135 


Machine and Boiler Shops 



No. 8 

No. 7 

No. 14 

Brick. 

16.4 

10.2 

13.3 

Cut stone. 

1.2 

1.1 

1.5 

Lumber. 

6.2 

10.0 

6.4 

Millwork and glass. 

5.5 

6.0 

6.0 

Carpenter labor. 

4.1 

5.3 

4.0 

Gravel roof. 

1.7 

1.4 

1.7 

Skylights and glass. 

8.0 

9.5 

10.6 

Tin, copper, gal. iron. 

Steel lintels for doors and 

1.1 

1.1 

1.5 

windows, and hardware. . . 

5.2 

5.0 

7.0 

Painting. 

Steam, water, and power 

2.4 

2.3 

1.9 

piping. 

3.2 

3.1 

2.0 

Structural steel. 

45.0 

45.0 

44.1 


100.0 

100.0 

100.0 


A M. & E. shop erected in 1902 with piling and extra heavy con¬ 
crete foundations cost $2.97 per square foot and 5.71^ per cubic foot. 
Area 60,000 sq ft. 

Boiler Shops. At $1.30 to $1.85 with average of $1.56 on four 
large ones built when prices were low. Piling about 9^ if required 
per square foot of total area. 

On one built in 1903 the square foot cost was $2.67, and cubic foot, 
5.8^. Area 46,000 sq ft. 

Blacksmith Shops. The average of four of large area in widely 
separated parts of the country was $1.32 per square foot when prices 
were low. The figures ran from $1.15 to $1.70. Piling if required, 
6^ to 7 £. 

A shop built in 1906 cost $2.20 per square foot. Area 34,000 sq ft. 

Iron House. Per square foot, $2.00. 

Coal Shed. From $1.00 to $1.50. 

Weight of steel per square foot of ground area of shops: 

Machine and erecting shop.. 25 lbs Car shops.10 lbs 

Blacksmith shop.10 lbs Paint shops.10 lbs 

Foundries.20 lbs 

For Shop Roofs, as on No. 7, etc., 6"X14" purlins about 5 ft 0 in 
centers, 2 in T and G yellow pine flooring, 25^ per square foot 
complete, but no steel trusses or gravel roof. (1913.) 

Shop Lanterns, steel construction, glass roofs, sash on sides, as 
shown on Nos. 7, 8, 13, 14, $30 per linear foot extra as compared 
with flat roofs. 

















136 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Relative Cost of Brick and Glass on R.R. Shops 

In general glass costs twice as much as brick. In the preliminary 
study of a building it is often desirable to know how the total cost 
is affected by putting in or leaving out windows or doors. 

In large manufacturing buildings with unplastered walls, where 
double and triple windows or wide doors take up from | to % the 
space, such as No. 7, common brick is to glass as 6 to 15 in 13" walls; 
and as 1 to 2 in 17". In the one case we have only the brick to 
consider; in the other, frames, sash, glass, labor, paint, hardware, 
stone sills, and steel lintels. 

For the average single window with sills and lintels in a 13" wall, 
11 to 25; in 17", 3 to 5. 

In ordinary buildings with openings about 3X7, glass costs twice 
as much, and not only so, but the mason often forgets to deduct the 
brick and both prices go in. Here, in addition to the other items, we 
have jamb linings and inside finish. 

Allow 11 to 28 in 13", and 1 to 2 in 17". 

Detailed percentages of a modern Blacksmith shop and Foundry 
are given on page 137. 

Square foot. Blacksmith shop, $2.20 per square foot; foundry, 
$3.25. Add from 50 to 75 per cent to cost of buildings proper for 
tools and equipment. No grading or filling. No fee or percentage. 
(1906.) 

Bins. Outside foundry bins for coal, etc., 23^ per sq ft on ground. 

Labor. Carpenter labor on blacksmith shop, bi per square foot 
of area over building; car shop, 4^; paint and wheel shop, 5.4^; 
foundry, 5.6^; mill, 6.6^; all at 40^ per hour. 

Square and cubic foot cost. A comparison of square and cubic 
foot prices on actual cost of buildings proper runs as follows: 
Machine and erecting shop, $2,964 square, 5.71^, cubic; boiler 
shop, $2,665, 5.78j£; storehouse, $3.99, 12.2^; pattern shop, $2,863, 
7.54^; oil house, $2.03, 10.7^. (1913.) 

Storehouses. Of the heaviest construction, 2 stories, no base¬ 
ment, concrete, brick, steel, $3.80 square foot. Without electric 
elevators, fireproof shutters, etc., $3.50. Deduct 25^ if platforms 
are not required. A large storehouse, 2 stories and basement, 
was built for $3.05. But I know of another building of the same 
nature and height with more and better outside and inside finish, 
plumbing elevators, electric wiring, etc., which ran to $5.25, or 13j£ 
per cubic foot. For shelving and uprights allow about 2ft BM. for 
each square foot of total net floor space. Piling, if required, 13j4 
square foot of ground floor. (1902.) 


BUILDINGS PER SQUARE AND CUBIC FOOT 137 


But the Rock Island storehouse at Moline, Ill., is given in the 
“Railway Age” at approximately $1.50 per square foot. It is a 
3-story brick, wood construction inside, and the price is based on the 
ground area only. The total area is 5 times as large as that of 
present Union Pacific storehouse, Omaha. The size is 500'X 100'; 
and the 3.6 per cubic foot matches the price given on the square 
foot basis. It seems too low a figure; but the cost is not official. 

The storehouse for the Seaboard Air line at Portsmouth, Va., cost 
$1.17 per square foot on ground floor; but it is brick only to the 
window sill, and unsheeted frame above covered with galvanized 
iron. It is 2 stories and a basement. 

I 

Blacksmith Shop and a Foundry 


Excavation.'. 

Piling. 

Concrete foundations and small floors 

Concrete water table. 

Cut stone window sills. 

Brickwork. 

Lumber. 

Millwork and glass. 

Carpenter labor. 

Gravel roof. 

Skylights. 

Steel lintels. 

Floor track. 

Hardware, ladders, lantern gearing. . . 

Painting. 

Galv iron and copper. 

Lockers. 

Plumbing. 

Plaster. 

Heating, blast, exhaust, sump. 

Structural steel. 

Structural steel, erecting. 

Piping for air, steam, water, oil. 

Bins, outside and motor platforms.... 

Machine foundations. 

Wiring, lighting, power. 

Furnaces and foundations. 

Water filter. 


B’smith 


Foundry 


.46 

1.11 

1.98 

2.55 

5.70 

8.09 

.60 

.52 

.60 

.51 

13.70 

14.81 

3.25 

2.94 

3.52 

3.29 

2.31 

2.19 

1.39 

1.43 

7.20 

3.11 

2.58 

3.58 

1.40 

.22 

1.31 

1.47 

2.67 

1.40 

1.79 

.80 

1.15 

.84 

4.10 

2.66 

.24 

.07 

3.34 

7.73 

12.55 

28.28 

1.54 

3.41 

5.27 

4.20 

3.70 

4.79 

7.01 


6.00 


4.24 

. 

.40 



100.00 


100.00 











































138 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


The frame building described on page 124 is a kind of a store¬ 
house. It is sheeted inside on first story, and has shelving, refrig¬ 
erator, and office in 1 end. Without any foundation, $1.16 per 
square foot. 

Oil Houses and Platforms. From $2.50 to $4.50 per square foot 
of building, but this included platforms. Platforms are about 50 
per cent more than buildings proper. Concrete and brick. 

But here it may be worth while to say that to get good results 
from either the square or cubic foot basis it is necessary to have a 
building of reasonable size. An oil house might be 100' long, or it 
might be 20, but in both cases 2 gables are required. The cost is dis¬ 
tributed over a large area in the one case, and a small in the other. 


Car Shops 

The detailed percentages of two large buildings will serve as a 
guide for an approximate estimate. (1907.) 



No. 1 

No. 2 

Excavation. 

.66 

.23 

Concrete foundations. 

7.40 

5.38 

Concrete coach pits. 

3.731 

Concrete floor in coach repair shop. 

1.38[ 

7.22 

Concrete floors in two lavatories. 

.231 

Concrete water table and door sills. 

.381 

1.29 

Stone window sills. 

.28/ 

Brickwork. 

12.47 

11.22 

Lumber. 

5.56 

3.68 

Mill work and glass. 

2.68 

2.84 

Carpenter labor. 

2.67 

2.73 

Steel lintels. 

2.05 

1.84 

Structural steel (450 tons). 

20.08 

23.02 

Unloading and setting steel. 

2.47 

2.55 

Galv iron and copper. 

1.58 

1.73 

Skylights. 

9.39 

9.21 

Gravel roof. 

1.58 

1.93 

Floor track. 

1.58 

1.61 

Hardware, ladders, lantern sash device. 

1.41 

1 68 

Lockers. 

.74 

1.10 

1.58 

2.10 

8.48 

8.52 

.06 

Painting. 

1.51 

Plumbing. 

3.51 

Heating. 

8.24 

Air, steam and water pipe. 

8 24 

Plaster in lavatories. 

.18 



100.00 

100.00 




































BUILDINGS PER SQUARE AND CUBIC FOOT 139 

Remarks. In No. 1 the total area over the walls was 85,980 sq 
ft. The cost as above, without architect’s fee or contractor’s per¬ 
centage, 6^ per cubic foot; SI.70 per square foot. The height to 
eaves 25' 4". No grading or filling is allowed. Owing to nature 
of ground the foundations had to run deep—one-half the amount 
might be sufficient for foundations and pits. If piling is required 
allow 7^ per square foot of total area. In some shops pits are not 
used. 

The total area of No. 2 was 84,113 sq ft. The cost as on No. 1, 
SI.68. The height to eaves 25' 4". No grading or filling. Foun¬ 
dations were as deep as on No. 1, but did not have to be so far 
spread as there was no piling. 

In both the figures for heating and piping are approximate and 
safe. 

Woodworking. On three built, SI to SI.40. 

Car and Coach Shops. From SI.25 to S3 on several. 

Paint and Freight. From SI.25 to S3 on several. 

Dry Kiln. From SI.60 to S3. 

Coach Shop. The Seaboard Line coach shop, brick to-window 
sills, studs unsheeted, covered with galvanized iron, 68^; planing 
mill of same style, SI.29. 

The published figures of cost of the Wabash Plant at Decatur: 


Cu ft 

Power house. 3.4^ 

Blacksmith and machine shop. 3.0^ 

Car shop. 2.7^ 

Store and office. 5.5^ 

Wood mill. 2.9^ 

Tin, cabinet and upholstery. 4.5^ 

Dry kiln. 11.1^ 

Lavatory. 5.4^ 

Dry lumber sheds. 2.3^ 

Iron, coal and coke. 3.5^ 


The buildings are of timber frames with No. 24 expanded metal 
and plaster in thick outside, 1 in inside, and an 8-in air space. 

Lavatories. Separate 1-story brick buildings, with the finest 
plumbing, expanded metal lockers, etc., S3.70 to S4.25 per square 
foot. The average of three is S3.75. Inside of main building, S3. 
Approximate 12^ per square foot of complete ground floor area of 
main buildings. Expanded metal lockers, S5 each. 

All figures given are for best construction of concrete, brick and 
steel, but at pre-war rates, on the U. S. 1913 basis, as are the follow¬ 
ing figures. 












140 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Sand Houses. On two the estimates were 78^ and 80^ per square 
foot without crane. Size 14 , X20' and 16'X20'. Crane complete 
with base and labor, $156. On house proper labor is 50 per cent of 
material. 

Lumber Sheds. Allow 58j£ per square foot of actual ground 
surface, with deep concrete piers set 16 ft centers. With piers about 
4 ft deep instead of 9 ft, 50^. About 16 ft high, with second story 
floor over one-third of area. 

Bunk Houses. From $1.05 on pile foundations to $1.25 for stone 
or brick. 

Ice Houses. On eight houses with floor space from 5,000 to 11,000 
sq ft the estimated cost was from 80^ to 96^ per square foot, with 
an average of 89^. Machinery, $600 to $900 each house extra. 
For double platforms $6.00 per linear foot. 

On a house of later design, $1.30 per square foot; 57ff per square 
foot of outside walls to level of wall plates, not including gables; 
5.4j£ per cubic foot to level of wall plates. Material 63 per cent; 
labor 37 per cent of total. Size 24'X160'X24\ high to plates. 
No machinery or percentage. 

For houses 32 ft high $1.80 to $3. 

But sometimes the square foot cost is doubled, and the labor 
instead of being reasonable is several times higher than it should be. 

An Artificial Ice Plant costs about $1,000 per ton capacity. 

Yield of Ice. An acre of ice, 12 in thick, yields about 1,000 tons. 
It costs from 80j£ to $1 to put ice in house. The shrinkage from 
time of packing to August is about 12 per cent in an unopened 
house. 

Ice Houses for private families, 8'X8'X8', cost from $100 to $280. 

Standpipe. One of reinforced concrete, 40'X100', $34,000; in 
steel, $37,500 bid; Attleboro, Mass. 

Shelter Sheds. Wood posts, flooring and gravel roof, no floor, 
two coats mineral paint, 33^ to 45j£ per square foot of roof surface— 
depending upon length, etc. 

Platforms. Warehouses of all kinds and depots usually have 
platforms about 4 ft 6 in above grade. For plank footings, 12" X12" 
uprights and girders, braces, nails and bolts, allow $18.50 per square. 
For 3X12 joists, 12 in centers, $8 per square; for 3 in plank on top 
and 2 in to enclose front, $11.00 per square. With lumber at $20 
make the complete figure at 39^ per square foot, the extra allowance 
being for bridging, inclines, stairs, etc. For each dollar extra on 
the price of lumber, allow 1 ^ per square foot. Thus, at $24, the 
complete cost would be 45j£ for the heaviest style platform. But 
sufficiently strong platform of light construction can be built for 
25j£—say 3X10 joists 24-in centers, and 2-in top; and for cedar pile 
heads, 6-ft centers, 8X10 sills 8 ft center to center 3X10 joists 16 in 


BUILDINGS PER SQUARE AND CUBIC FOOT 141 


centers 3X10 covering with lumber at $19, a western engineer gives 
the cost at 26f£. 

On ground at $23 with 6 X8 sleepers 4-ft centers, 3-in covering, 14^; 
2-in covering, 15^. For other sizes, spacing of joists and covering 
(see imder “Basement Sleepers and Covering”). Platform may 
require more labor than basement floors, owing to frost, grade, etc., 
and extra allowance must be made if required. The foregoing 
figures cover average work. 

Roof. A plain roof covered with gravel may be put over platform 
for 50^ per square foot. Long, plain umbrella-sheds with wood 
posts, wood framework, gravel roof, gutters, but no paving, 65$£ 
per square foot. 

Wood Fences. In most cities they are limited to 8 ft high, for in 
the old days “spite fences” sometimes soared higher than the 
shingles. 

With 8-in cedar posts, 10 ft long, about 6j£ per linear foot four 
rails in height close-sheeted, without paint or gates they are worth 
65j£ to 70^ per linear foot. 

Mineral paint at 5<t to 6^ per square yard per coat is close enough. 
With one coat of paint 65^ to 70^. Large double wagon gates for 
such fences run from $30 to $40. Thejcost of boring post holes for 
lower fence is the same. For a 4-ft fence, unpainted, 35^ to 40^ 
per linear foot. It is well to remember that paint sometimes goes on 
one side, sometimes on both. 

Picket Fences. There are so many different kinds that we must 
be content with the fair average of 75fi per linear foot painted, for a 
reasonable number of feet; a short fence might cost twice as much. 

The following useful figures are taken from the “Railroad 
Gazette ” of July 1, 1904. They are compiled by Master Mechanics 
and show “Original Cost” for valuation purposes at that date and 
after. The U. S. 1904 index number is 79. 

Cost of Locomotive Repair Shops 

In selecting units on which to base cost figures the square foot and 
the cubic foot have generally been used for buildings; in power 
plants the engine horsepower, boiler horsepower and generator kilo¬ 
watts have also been used; in roundhouses the stall has been taken 
as the proper unit. In computing the square feet of buildings, the 
outside dimensions have been used (giving the ground area covered); 
in computing the cubic feet of buildings, the average external height 
has been taken (giving the total volume occupied). 

In the figures which follow, the different items are identified by 
reference numbers only, with such explanatory notes added as will 
interpret the unit prices; shops built prior to 1895 are designated 


142 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


as “old,” those built since 1895, as “modern,” in a few cases the 
notes are based on uncertain information and are followed by an 
interrogation mark (?). 

It is believed that in most cases the cost of a proposed shop will 
be asked for as soon as the layout plan has been completed, and 
that the following is the best basis for making an estimate: List 
up all the buildings, with their ground area in square feet, all the 
miscellaneous structures, either on the square foot, the linear foot, 
or the unit basis (as may appear best), all the track on the linear foot 
basis, the turnouts on the unit basis, etc.; assign a unit price to each 
item, as determined by the special local conditions, carry out the 
cost extensions and totalize; to the total thus obtained add a per¬ 
centage to cover incidentals and items not shown by the layout plan; 
this percentage may vary from a minimum of 10 per cent to a maxi¬ 
mum of 25 per cent, according to the completeness of the layout 
plan and the degree of confidence which may be felt in the unit 
prices assumed; the grand total should represent the approximate 
cost of the plant, exclusive of the cost of land and grading, which 
should be estimated separately, these two items not being susceptible 
of reduction in a unit basis. If the buildings have been designed in 
detail their cost may be checked upon the cubic foot basis. 

The report is signed by R. H. Soule, Chairman; L. R. Pomeroy, 
T. H. Curtis, S. F. Prince, Jr., A. E. Manchester. 


Erecting and Machine Shops 


Cost per Sq Ft of Ground Area 


Cost per CF 


Item 

Building only 

| Tools 

| Misc. Eqpt. 

Total 

Building only 

Total 

140 

$3.50 

$1.08 

$.71 

$5.34 

$.076 

$.115 

141 

1.03 

2.49 

.187 

3.70 

.034 

.123 

142 

.706 

1.78 

. . . 


.029 


143 

1.67 

2.05 

.086 

3.79 

.051 

.118 

144 

2.43 

.81 

• • • • 

.... 

.051 


145 

1.65 

2.69 



.041 


146 

1.80 

1.65 


.... 

.046 


147 

1.82 

.... 

.... 


.050 


148 

3.08 

1.65 

.... 


.073 

.... 


140. East, modern; brick and steel tranverse shop, erecting shop 
has both heavy and light cranes; machine shop has crane service 
throughout, saw tooth roof. 

141. Middle West, old; brick and wood, transverse shop in 2 
parts, 1 part 1 story with slate roof, the other part 2 stories with 
gravel roof. 


























BUILDINGS PER SQUARE AND CUBIC FOOT 143 


Power Plants 
Total cost 


Item 

Cost 

per 

Engine 
H P 

Cost 

per 

Genera¬ 

tor 

K W 

Cost 

per 

S', ft 

Cost 

per 

CF 

Notes 

131 

131.33 

219.00 

11.40 

0.40 

Far West, modern; a substantial 
effective plant devoid of orna¬ 
mentation refinement; coal 
dumped from trestle and shov¬ 
eled, ashes shoveled. 

132 

140.27 

210.00 

7.00 

0.18 

Middle West, modern; building 
has considerable ornamentation 
inside and out, but the equip¬ 
ment auxiliaries are simple; 
overhead crane in engine room. 

133 

115.00 

167.00 

12.20 

0.28 

East, modern; building has con¬ 
siderable ornamentation alter¬ 
nating current apparatus inside 
and out; principally with aux¬ 
iliary direct current equip¬ 
ment. 

134 

185.06 

278.00 

11.50 

0.36 

Middle West, modern; includes 
(besides boilers, engine genera¬ 
tors, and air compressors, in¬ 
duced draft apparatus, coal and 
ash handling apparatus, hy¬ 
draulic plant, etc.) 

135 

129.28 

210.60 

14.62 

0.33 

Middle West, modern; a very 
complete plant both mechani¬ 
cally and architecturally. 

136 

123.00 

191.00 

14.30 

0.36 

Middle West, modern; large 
enough to allow for a one-third 
increase in capacity of plant. 

137 

129.00 

225.00 

10.40 

0.58 

East, modern; fireproof con¬ 
struction throughout. t 

138 

90.90 

151.50 

10.40 

0.24 

West, modern; a simple but 
effective plant limited to direct 
current, no coal or ash handling 
apparatus. 

139 

128.60 

211.00 

10.55 

0.31 

Middle West, modern; condens¬ 
ing equipment. 



















144 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


142. Middle West, old; stone and wood, tranverse shop, gravel 
roof supported by posts. 

143. Middle West, old; brick with wood and iron roof trussing 
and shingle roof, longitudinal shop, machine shop on one side, 
traveling cranes in erecting shop. 

144. Middle West, modern; brick and steel, tran verse shop, 
high for § of width with heavy crane, the remaining | being low, 
with saw tooth roof. 

145. Middle West, f old, l new, brick and steel, tranverse shop, 
new part 2 stories; no traveling cranes. 

146. Pacific Northwest, modern; brick and steel, overhead 

crane. 

147. Pacific Southwest, modern; brick and steel, overhead 

crane. 

148. Far West, modern; brick and steel, overhead crane. 


Machine Shop 


tem 

Cost per Sq Ft of Ground Area 

Cost per CF 

Building only 

| Tools 

| Misc. Eqpt. 

Total 

Building only | Total 

157 

| $.952 | 

... 



$.038 | ... 


157. Middle West, old; brick and wood, gravel roof supported 
by posts. 


Boiler and Tank Shops 


Item 

Cost per Sq Ft of Ground Area 

Cost per CF 

Building only 

| Tools | 

Misc. Eqpt. 

Total 

Building only 

| Total 

158 

$2.98 

$.72 

$.84 

$4.54 

$.083 

$.127 

159 

1.58 

.40 

.... 


.049 

.... 

160 

.84 

.94 

.076 

1.87 

.033 

.075 

161 

1.66 

.48 

.083 

2.24 

.059 

.080 

162 

.99 

. . . 


.... 

.025 

.... 

163 

1.53 

.96 

.... 

.... 

.095 

.... 


158. East modern; brick and steel, cranes cover entire floor, 
saw tooth roof. 

159. Middle West, modern; brick and steel, one-half width 
high for crane service, the other half lower and without crane. 

160. Middle West, old; brick and wood with slate roof. 

161. Middle West, old; brick and wood, shingle roof, gallery 
along one side, cranes over part of floor space. 

























BUILDINGS PER SQUARE AND CUBIC FOOT 145 


162. Pacific Southwest, modern; brick and steel, overhead 
crane, smith shop in one end. 

163. Middle West, § old, ^ new; brick and wood, new part 2 
stories, no overhead cranes. (?) 


Smith Shops 


Item 

Cost per 

Sq Ft of Ground Area 


Cost per CF 

Building only 

| Tools | 

Misc. Eqpt. | 

Total 

Building only | 

Total 

164 


$.734 

$.110 


.... 


165 

$2.63 

.982 

.171 

$3.78 

$.080 

$.115 

166 

1.79 

.144 

.... 


.049 


167 

.432 

2.26 

.086 

2.77 

.019 

.126 

168 

1.06 

1.09 

.050 

2.22 

.035 

.074 

169 

2.25 

.... 



.... 


170 

1.43 

.665 

.435 

.... 

.042 

.... 

171 

1.50 

.... 




.... 

172 

2.37 

1.96 

.348 

4.68 

.052 

.104 

173 

1.21 

.... 

.... 

.... 

.041 

.055 

174 

1.38 


.... 

.... 


.... 

175 

.91 

.60 



.031 

.... 


164. Middle West, old. 

165. East, modern; brick and steel, high and light, thoroughly 
equipped. 

166. Middle West, modern; brick and steel, 100' wide, hip 
roof without posts. 

167. Middle West, old; brick and wood with slate roof. 

168. Middle West, old; brick and wood, shingle roof. 

169. Southeast, modern; brick and steel, unusually high (33' 
from floor to lower chord of roof truss). 

170. Middle West, modern; brick and steel. 

171. Middle West, modern; brick and steel, tile and gravel roof. 

172. Middle West, modern; brick and steel, brass foundry 
and car machine shop under same roof, equipment very complete. 

173. East, modern; concrete and steel, 80' span, no posts. 

174. Northeast, modern; brick and wood, 60' span, no posts, 
simple construction. 

175. Middle West, f old, £ new; brick and wood (?). 


Iron Foundry 



Cost per Sq Ft of Ground Area 

Cost per CF 

Item 

Building only | Tools | Misc. Eqpt. | 

Total 

Building only 

| Total 

176 

$3.18 | .... | .... 

.... 

.... 


































146 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


176. Brick and steel, modern; U. S. Navy Yard, Bremerton, 
Wash. 

Pattern and Upholstery Shop 


Item 

Cost per Sq Ft of Ground Area 

Cost per CF 

Building only 

Tools | Misc. Eqpt. 

1 Total 

Building only | 

Total 

178 

$.857 

.... | $.131 

00 

oo 

05 

m 

CO 

o 

m 

$.050 


178. Middle West, old; modern building, 2 stories. 


Passenger Car Repair Shops 


Item 

Cost per 

Sq Ft of Ground Area 


Cost per CF 

Building only 

| Tools 

| Misc. Eqpt. 

| Total 

Building only 

| Total 

179 

$1.24 

.... 

$.016 

$1.25 

$.042 

$.043 

180 

1.20 

.... 

.... 

.... 

.... 


181 

2.64 

$.044 

.096 

2.78 

.099 

.105 

182 

1.34 


.015 

1.35 

.056 

.057 

183 

.68 

.003 

.057 

.74 

.026 

.028 

184 

.83 


.... 


.029 

.... 


179. Middle West, modern; longitudinal shop, brick and wood. 

180. Southeast, modern; transverse shop, brick and wood, 
has upholstery and cabinet shops under same roof. 

181. Middle West, modern; transverse shop, brick and steel, 
includes upholstery and trimming shop and hot air heating. 

182. East, modern; transverse shop, brick and steel, with cement 
foundation, saw tooth, wooden roof. 

Passenger Car Paint Shops 


Item 

Cost per Sq Ft of Ground Area 

Cost per CF 

Building only 

Tools 

Misc.Eqpt. 

| Total 

Building only 

| Total 

185 

$1.24 

.... 

$.044 

$1.24 

$.04 

$.04 

186 

1.94 

$.055 

.092 

2.09 

.072 

.178 

187 

1.02 

.... 

.... 

.7.. 

.033 


188 

1.20 


.... 




189 

1.01 

.... 

.039 

1.05 

.035 

.036 

190 

.35 


.... 




191 

2.36 

.009 

.056 

2.43 

.081 

.084 

192 

1.13 


.009 

1.14 

.051 

.052 

193 

.68 

.003 

.057 

.74 

.026 

.028 

194 

.89 

.... 

.... 


.032 
















































BUILDINGS PER SQUARE AND CUBIC FOOT 147 


183. Southeast, modern; transverse shop, brick up to window 
sills, corrugated galv iron sheathing on wooden frame above, gravel 
roof, granolithic floor, used also for painting and varnishing. (Identi¬ 
cal with Passenger Car Paint Shop No. 193.) 

184. Middle West, old; brick and wood (?). 

185. Middle West, modern; longitudinal shop, brick and wood. 

186. East, modern, longitudinal shop, brick and steel, saw tooth 
roof, hot air heating. 

187. Pacific Southwest, modern; transverse shop, brick and steel. 

188. Southeast, modern; transverse shop, brick and wood, 
has varnish room and pipe shop under same roof. 

189. Northeast, modern; longitudinal shop, brick and steel, 
includes small paint, varnish and boiler rooms at one end. 

190. South, old; wooden structure. 

191. Middle West, modern; transverse shop, brick~and steel, 
includes cleaning rooms, varnish room and hot air heating. 

192. East, modern; transverse shop, brick and steel with cement 
foundations, saw tooth, wooden roof. 

193. Southeast, modern; transverse shop, brick up to window 
sills, corrugated galv iron sheathing on wooden frame above; gravel 
roof, granolithic floor, used also for coach repairs. (Identical with 
Passenger Car Repair Shop No. 183). 

194. Middle West, old; brick and wood (?). 


Freight Car Repair Shops 


Item 

Cost per Sq Ft of Ground Area 

Cost per CF 

Building only | Tools 

Misc.Eqpt. 

| Total 

Building only| 

Total 

195 

196 

197 

$.40 

2.12 

.29 

$.123 

$.016 

.047 

$.415 

2.29 

.29 

$.022 

.075 

.015 

$.023 

.080 

.015 


195 Middle West, old; wooden building, longitudinal, entirely 
enclosed. 

196. Middle West, modern; brick and steel, longitudinal, includes 
cabinet shop and hot air heating. 

197. Middle West, old; large shop, longitudinal, construction 
not known, but probably wood with partly open sides. 


Car Smith and Car Machine Shops 


Item 

Cost per 

Sq Ft of Ground Area 


Cost per CF 

Building only | 

Tools |lVIisc. Eqpt. | 

Total 

Building only | Total 

199 | 

$.77 

$1.06 | .... | 

.... 

| $.028 | .... 


199. Middle West, old; brick and wood (?). 






















148 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Wheel and Axle Shop 


Item 

Cost per Sq Ft of Ground Area 

Cost per 

CF 

Building only | 

Tools 

|Misc. Eqpt.| 

Total 

Building only 

| Total 

200 

4.03 

2.16 

1 -72 | 

6.91 

| .16 

| .276 


200. West, modern; brick and steel, for car work only. 


Car Repair Shop and Planing Mill 


Item 

Cost per Sq Ft of Ground Area 

Cost per CF 

Building only | Tools | Misc. Eqpt. | 

Total 

Building only | Total 


201 

| .975 1 .... | .... 1 

.... 

| .031 1 .... 


201. Pacific Southwest, modern; brick and steel, has intermediate 
2-story section for sub departments. 


Planing Mills 


Cost per Sq Ft of Ground Area 


Cost per CF 


Item 

Building only | Tools 

j Misc. Eqpt. 

| Total 

Building only 

j Total 

202 

.487 

.54 

.010 

1.04 

.026 

.056 

203 

1.15 

1.18 

.25 

2.58 

.045 

.102 

204 

.76 

1.21 

2.92 

2.26 

.033 

.098 

205 

1.85 

.... 

.... 




206 

.37 

.... 

• • • • 

.... 



207 

2.54 

1.44 

.082 

4.06 

.095 

.153 

208 

2.53 

.558 

.... 

.... 

.057 

_ 

209 

.39 

.50 

• • • • 

.... 

.014 


210 

.74 

.485 

.239 

1.47 

.037 

!o73 


202. Middle West, old; wooden building, tools and equipment 
very light. 

203. Southeast, modern; brick up to floor line, then corrugated 
galv iron on insulated wooden frame, basement and 1 story, gravel 
roof, mechanical power in annex, cabinet shop in wing. 

204. Middle West, old; brick and wood, slate roof. 

205. Southeast, modern; steel and brick. 

206. South, old; wooden structure. 

207. Middle West, modern; brick and steel, does not include 
cabinet shop, which is separate. 

208. Middle West, old; brick and wood, includes pattern shop (?). 

210. West, modern; wooden (?). 






























BUILDINGS PER SQUARE AND CUBIC FOOT 149 


Storehouses 


Item 

Cost per Sq Ft of Ground Area 

Cost per CF 

Building only | 

Tools 

| *Misc. Eqpt. 

| Total 

Building only 

| Total 

211 

1.142 


.168 

1.31 

.044 

.050 

[212 

3.60 






213 

3.05 


.67 

3.72 

.073 

.089 

[214 

2.40 


.... 

2.72 

.110 

.124 

215 

2.00 


.... 

.... 

.050 

.... 


211. Southeast, modern; brick up to window sills, then cor¬ 
rugated galv iron on unsheathed wooden frame, 2 stories, gravel 
roof, platform, bins, shelves, etc., complete. 

212. Southeast, modern; brick and steel, 2 stories and basement, 
extensive offices in 1 end on both floors. 

213. Middle West, modern; brick and wood, 3 stories. 

214. East, modern; concrete construction, 1 end 2 stories, upper 
floor used for offices. 

215. Middle West, old; brick and wood, 2 stories (?). 


Oil Houses 


Cost per Sq Ft of Ground Area 


Cost per CF 


Item 

Building only | 

Tools 

Misc. Eqpt. 

j Total 

Building only 

| Tota 1 

216 

5.41 

• • . • 

1.43 

6.84 

.208 

2.63 

217 

3.52 

.... 

1.55 

5.07 

.196 

.302 

218 

1.33 


.... 

.... 

.089 


219 

2.15 

.... 

1.34 

3.49 

.097 

1.59 


216. Middle West, modern; brick and steel, basement and 1 story, 
full equipment of tanks, etc. 

217. East, modern; concrete walls and roof, 1 story with deep 
basement. 

219. West, modern; brick and steel, tile roof, 2 stories. 

220. Middle West, old; 63' span, brick and wood, slate roof, 
trussed (no posts). 

221. Pacific Southwest, modern; 80' span, brick and wood, 
roof supported by posts. 

222. Far West, modern; part 75' span, part 85' span, brick 
and wood, gravel roof, supported by posts. 

223. Far West, modern; 85' span, brick and wood, gravel roof, 
supported by posts. 

224. Middle West, old; 65' span, brick and wood, gravel roof, 
supported by posts. 

































150 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Roundhouses 


Cost per Stall 


Item 

No. of Stalls | 

Building only | 

To<Js 

Misc. Eqpt. 

Total 

220 

18 

1 388 88 




221 

46 

1,155 00 




222 

10 

2,400 00 




223 

10 

1,757.70 



2,090.00 

224 

30 



1,500.00 

225 

13 

1,040.00 



226 

8 

2,750.00 




227 

7 

1,033.00 




228 

33 



2,200.00 

229 





1,845.00 

230 

44 

1,998.00 

133.00 

328.00 

2,459.00 

231 

30 

4,150.00 




232 

25 

1,950.00 



2,455.00 

233 

48 

2,480.00 



234 

25 

1,719.00 




235 

18 

1,011.00 




236 

23 

1,065.00 




237 

44 

1,740.00 




238 

40 

1,875.00 

87.50 

787.50 

2,750.00 


225. Middle West, old; 78' span, brick and wood, gravel roof, 
supported by posts. 

226. Middle West, modern; 89' span, brick and wood, gravel 
roof, supported by posts. 

227. Middle West, old; 80' span, brick and wood, gravel roof, 
supported by posts. 

228. East, modern; 81' span, brick and steel, gravel roof, sup¬ 
ported by flat truss (no posts), rolling steel doors, cost does not in¬ 
clude heating equipment. 

N»229. Northwest, modern; 84' span, brick and wood, gravel, 
roof supported by posts, cost does not include heating equipment. 

230. Northeast, modern; 80' span, brick and wood, gravel roof, 
supported by posts, annex with boilers, heating apparatus (hot air), 
and air compressor. 

231. East, modern; 90' span, brick and steel, slag roof, with 
crane runway covering outer half of span, has very heavy pile and 
stone foundation. 

232. East, modern; 80' span, concrete and wood, gravel roof, 
supported by posts. 

233. Northeast, modern; 75' span, brick and wood, gravel roof, 
supported by posts. 




























































BUILDINGS PER SQUARE AND CUBIC FOOT 151 


234. Northeast, modern; 75' span, brick and wood, gravel roof, 
supported by posts. 

235. Northeast, modern; 72' span, brick and wood, gravel roof, 
supported by posts. 

236. West, modern; 80' span, brick and wood, gravel roof, 
supported by posts. 

237. Middle West, part old, part modern; 70' and 85' spans, 
gravel roof, supported by posts (?). 


Lavatory 


Item 

Cost per Sq Ft of Ground Area 

Cost per CF 

Building only | Tools | Misc. Eqpt. | 

Total 

Building only | Total 


239 | 

| .... | .... 1 

2.55 

.... |.... 


239. Middle West, modern; average of 3 large lavatories (includ¬ 
ing water closets, urinals, wash room and locker rooms); buildings 
of concrete and brick with tile roofs on wooden trusses; cement 
floors, complete with contents, ready to use. 


Office Buildings 


Item 

Cost per Sq Ft of Ground Area 


Cost per CF 

Building only 

| Tools 

| Misc. Eqpt. 1 

Total 

Building only 

Total 

240 

3.06 


.... 

.... 

.030 


241 

8.01 

.557 

.295 

8.86 

.167 

.187 

242 

1.04 

.... 

.... 


.034 

.... 


240. Middle West, old; frame building with brick foundation, 
includes M. M. Store department, steam heat. 

241. Middle West, modern; brick and wood, basement, 2 stories 
and attic, ornamental architecture. 

242. Middle West, old; wooden, 2 stories and basement (?). 


Track 


Item 

Cost 
per LF 

| Add for 
each Switch 

Notes 

243 

0.70 

170.00 

Based on use of “fit” (second hand) 




67 lb rail. 

244 

1.00 

180.00 

Based on use of “fit” (second hand) 




85 lb rail. 


fl.OO 

75.001 


245 

j to 

to 

Based on use of new rail, according to 


ll .25 

125.00J 

weight. 






























152 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Turntables 


Item 

Diameter 

Cost 

Notes 

246 

70 ft 

$3,000 

Exclusive of pit. 

247 

70 ft 

5,091 

Including pit (?). 


Transfer Pits and Tables 


Item 

Cost Per Sq Ft of Pit 

Notes 

Pit 

Table 

Total 

248 

.31 

.17 

.48 

Far West, modern; to handle the 
heaviest class of engines. 

249 

.43 

.16 

.59 

East, modern; pit of concrete 
throughout; capacity of table, 
200 tons. 


Miscellaneous Structures 


Item 

Name 

Cost 

250 

Ash pit. 

$30.00 per If 

251 

Coal Chute. 

. 65 per sq ft 

252 

Water Tank. 

1,900.00 total 

253 

Water Pipe, Underground Laid. . 

1.43 per If 

254 

Sewer Pipe, Underground Laid . 

2.88 per If 

255 

Long Lines of Wrt Iron Pipe.... 
(for Air, Gas or Water), with Usual 
Proportion of Valves, Fittings, etc., 
in place. 

25.00 per 100 If 1" diam 
45.00 per 100 If 2" diam 
85.00 per 100 If 3" diam 
130.00 per 100 If 4" diam 


Notes 

251. Two sided with trestle approach (?) 

252. Fifty thousand gall capacity on timber trestle (?) 

253. Large system, pipes from 12" down to 4". 

254. Large system, pipes from 24" down to 12". 

255. Given by large pipe contracting firm of Pittsburg. 




































BUILDINGS PER SQUARE AND CUBIC FOOT 153 


Minor Buildings 


Item 

Name 

Cost 
Per SF 

Cost 

PerCF 

Notes 

256 

Iron Storehouse. 

.24 

.011 

Old, Wooden (?) 

257 

Brass Foundry. 

1.96 

.098 

Old, Brick and Wood (?) 

258 

Upholstery Shop. 

.58 

.029 

Old, Brick and Wood (?) 

259 

Paint Mixing Shop... 

.58 

.029 

Old, Brick and Wood (?) 

260 

Paint Storehouse. 

1.75 

.087 

Old, Brick and Wood (?) 

261 

Freight Repair Shed.. 

.11 

.... 

New, Wooden,OpenSides( ?) 

262 

Dry Kiln. 

.79 

.039 

Old, Wooden (?) 

263 

Lumber Shed. 

.21 


Old, Wooden, OpenSides (?) 

264 

Storehouse Shed. 

.31 

.015 

Old, Wooden (?) 

265 

Coal Shed. 

.24 

.020 

Old, Wooden (?) 

266 

Coal Shed. 

.25 

.021 

Old, Wooden (?) 

267 

Charcoal Shed. 

.21 

.017 

Old, Wooden (?) 

268 

Ice House. 

.57 

.028 

Old, Wooden (?) 

269 

Ice House. 

.60 

.030 

Old, Wooden (?) 

270 

271 

Crematory. 

Small Office Building. 

2.52 

.50 

.210 

Old, Wooden, One Story 


(The Report of the Master Mechanics ends here.) 


Shop Equipment 

Foundations for Steam Hammers. The following figures are 
approximate, as depth, soil and manufacturers’ ideas differ. On 
good soil piles are unnecessary. Add profit. Change unit prices 
to suit local rates. 


800 lb Hammer: 

1,050' lumber @ $36 and $8.00 for labor. $46.20 

15 yds excavation. 7.50 

12 piles. 72.00 

12 cu yd concrete. 96.00 

Bolts. 10.00 


$231.70 

1,100 lb: 

1,650' lumber. $72.60 

15 yds excavation. 7.50 

12 piles. 72.00 

12 cu vd concrete. 96.00 

Bolts. 16.00 


$264.10 





































154 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


2,500 lb: 

2,150' lumber. $94.00 

25 yds excavation. 12.50 

16 piles. 96.00 

25 cu yd concrete. 200.00 

Bolts. 24.00 


$427.10 

5,000 lb: 

3,350' lumber.$147.40 

30 yds excavation. 15.00 

22 piles. 132.00 

28 cu yd concrete. 224.00 


$518.40 

Cranes: 

50 ton electric, 75' span.$19,000 

25 ton electric, 75' span...:. 12,000 

10 ton electric.... 6,200 

15 hand. 1,000 

Motors included. Prices vary according to span, etc. 

15 ton electric, 50' span and 5 ton auxiliary hoist. $4,800 

10 ton electric, 53'. 3,750 

2 ton electric, 24'. 2,000 

20 ton electric, 50'. 4,750 

60 ton stationary, electric. 7,000 

2 ton jib, electric. 450 

5 ton jib, electric. 1,300 

1 ton wall, electric. 150 

10 ton gantry, 53'. 4,600 

No Freight or Erection. But all these cranes are based on 
figures for low-priced years. The following are 1923 figures. Most 
of them are from one of the leading manufacturers for use here. 
They are, of course, approximate, and an addition of from 5 to 10 
per cent might be necessary in times when all materials are on the 
upgrade, or a similar cut in a lower-price era. They are not set. 
Add freight. 

Erection. The cost of this was set in a low-priced era, with 
wages for laborers at 25?f per hour, at $3 per ton when taken directly 
off the cars. With another crane in place for lifting this rate will 
serve even in high-priced years. Without this, $5. On the 100-ton, 
75 ft, the installation was $340. 



























BUILDINGS PER SQUARE AND CUBIC FOOT 155 


Approximate Cost of Electric Cranes 


Capacity, 

tons’ 

Span 

ft 

No. 

motors 

Crane 

cost 

Motors 

and 

controllers 

Electrical 

work 

Total 

5 

60 

3 

$4,200 

$1,200 

$500 

$5,900 

10 

60 

3 

5,300 

1,500 

500 

7,300 

15 

60 

3 

5,700 

1,500 

500 

7,700 

20 

60 

3 

6,900 

1,800 

600 

9,300 

30 

60 

3 

8,500 

2,100 

600 

11,200 

40 

60 

4 

11,000 

2,700 

800 

14,500 

50 

60 

4 

12,500 

3,000 

800 

16,300 

75 

60 

4 

19,500 

3,500 

1,000 

24,000 

15 

48 

.... 

.... 


.... 

4,800 

20 

76 

.... 

.... 

.... 

.... 

6,500 

20 

67 

"(In 

1918) 


.... 

5,800 

100 

75 



.... 

.... 

28,000 

250 



.... 

.... 

.... 

76,000 


Freight. This might run from $1 to $10 per rated ton, depending 
on distance. A fair average, merely for guessing purposes, would 
be $5 per rated ton for 1,000 miles. 

Sand Crane installed, $175. 

Cupolas for Foundries. For 63 in, $975; 78 in, $1,380. 
Condenser for 2,000 h p, $10,000. 

Blue Printing. Electric machines (large) from $230 to $400. 


Benches 

Brazing with |-in steel top, 3-in plank, drawers and doors, $6 per 
linear foot. 

Cabinet Makers’ Bench fully equipped to special design, $75. 
Machine Bench 9 covered with J-in steel top, 4 large drawers 
15 trays, both of steel, and doors, $8 per linear foot. 

Boilers 

For 250 h p marine, $3,900, not set. 

For 100 h p marine, $1,800, not set. 

For two 42"X14' set up, $2,450. 

In 1912, horizontal multitubular boilers cost when set about 
$11.50 per horsepower, for sizes 60 in to 66 in. Water-tube, about 












156 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


200 h p from $15.50 to $16.50 per horsepower set. Scotch, $16.50 
in sizes from 100 to 150 h p. 

But 1912 prices were lower than “after the war ones.” In 1920, 
however, 400 h p boilers, equipped with stokers and superheaters, 
were put in place for $6,200. In 1919, 1,000 h p. $17,500. 


Motors (1923) 

Complete with base, pulley and starter 


H.P. 

Alternating current 

Direct current 

R.P.M. 

Cost 

R.P.M. 

Cost 

R.P.M. 

Cost 

R.P.M. 

Cost 

1 

1,800 

$80 

1,200 

$97 

1,700 

$80- 

1,150 

$96 

2 

1,800 

96 

1,200 

111 

1,700 

104 

1,150 

147 

5 

1,800 

140 

1,200 

174 

1,700 

186 

1.150 

226 

7h 

1,800 

231 

1,200 

266 

1,700 

283 

1,150 

294 

10 

1,200 

330 

900 

380 

1,150 

335 

850 

395 

15 

1,200 

380 

900 

450 

1,150 

409 

850 

487 

20 

1,200 

450 

900 

550 

1,150 

492 

800 

682 


Motors—Slip Ring Type 

Where direct current is not available it becomes necessary to use 
a slip ring, alternating current motor, if the speed is to be variable. 
This is also a better motor, but the extra cost has to be considered 
when making an approximate estimate, or in putting a valuation 
on a machine. 

For 5 h p, $350; 10, $400; 15, $550; 25, $800; 50, $1,200. 


Fans 


For 60-in. $400 Chicago 

For 45-in. 330 

With 4 and 3 h p motors: 

For 36-in, with motor attached.$180.00 net 

For 30-in, with motor attached. 140.00 net 

For 24-in, with motor attached. 110.00 net 

For 18-in, with motor attached. 85.00 net 




















BUILDINGS PER SQUARE AND CUBIC FOOT 157 


Water Meters 


2- in. $ 66 

3- in. 140 

Crown 4-in. 251 

Crown 6-in.. 500 


Water Filters. For 240 men, $300 in place, 7 to 14 gals per 
minute. For 15 to 30 gals, $400 set up; 24 to 48 gals, $630; 100 
to 200 gals, $1,700. For domestic use from $10 up. 

Turnstiles. From $40 to $200. 

Transfer Tables and Pits. Pits may cost from $25 to $35 per 
linear foot, depending upon depth and sections; for an 80-ft table, 
$6,600; 90-ft, $7,000 to $7,500. 

Refrigerators. One 7' X10' X12', $225. 

One 9'X19'X12', $460. 


Or 27i and 23 i per cubic foot for common work of three thicknesses 
of flooring 4 of paper, and 1^ in of mineral wool. 

Heater Box. One 12'X14'X9' 6', high, ceiled both sides, and 
lined with No. 22 galvanized iron, hefeted by coils, $360, complete, 
or 23^ per cubic foot. Coils 40^ per square foot. 

Silvering Table. Copper lined, $2 per square foot 

Lightning Rods. They should weigh not less than 6 oz to the 
foot. They-are worth in place for ordinary buildings 45f£ per foot; 
and for chimney stacks, $1.50. 

Windmills. For 12-ft, $250; 20-ft, $400; 25-ft, $475. 

Track. Standard gage, $2.00 per foot; 2-ft, gage light rails, $1.00. 
Turntables, $70. 

Water Pipe—Add 40% for 1923 


Laid, 6-in.$1.40 per foot 

Laid, 8-in. 1.60 per foot 

Laid, 10-in. 1.80 per foot 

Laid, 12-in. 2.20 per foot 


Laid, 18-in.$3.50 per foot 

Laid, 24-in. 5.00 per foot 

Laid, 36-in.8.75 per foot 

Laid, 48-in.15.50 per foot 


Labor on laying 18-in, 50^; 24-in, ,75j£; 36-in, $1; 48-in, $1.50, 
included in total. 

But cast-iron pipe varies greatly in weight, according to use, 
pressure, etc. See table in index. 

Shop Floors. For a damp-proof floor, 8 bbls cinders to 1 of coal 
tar, laid 6 in thick, allow 8j£ per square foot; and for the 3"X4" 
bedded 16 in on centers in the mixture, and covered with 2-in 
flooring, 16^, making a total of 24^ per square foot. Various kinds 
of these floors run from 24^ to 30^. Mastic, 25^ per square foot. 

Coal Tar costs more than water-gas tar. Bids on a large quantity 
ran from $2.70 to $3.90 per barrel of 52 gals. Water gas, about 
$2.00 to $2.50. Coal tar is used on gravel roofs. 














N. Y., N. H. & H. R. R.—Cost Data, Shop Buildings in New York, Connecticut, and Massachusetts 

Tracks not included 


158 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 




05 

Tt< 

*0 1 

t, 0 

00 

O 


^ 1 


CM 


0 

CM 

Ph 3 0 


1—1 



0 ‘ 4 "" 

O 









<L> 

O 

IO 

0 

00 


CO 

05 


0 

Cu 3 O 






00 

CM 

CO 

LO 

00 

6© 





rt< 

O 

0 

0 


TtH 

O 

0 

’— 1 

q 

cm 

05 

Tf 

cd 


00 


0 


0 

05 

O 

05 

*0 

H 

o' 

C5~ 

00" 

0" 


05 

00 

0 

CM 




(M 

1 ~ < 





00 05 







O 

CO 

CO 

05 05 

in 

CM 



rH r"H 

cj$ *5 

05 

05 

05 


Q.o 

1-1 

1—11 


0 0 

d <D 







I 00 

0 

0 

CO 

t+ 

CO 

CO 

CO 

1° 

I—1 

CO 


0 

o' 

CO 

cd" 


CO 

10 

CM 


O w o 
+3 bJD "gj 

os d 
d o 

§ 2 Jj 

2 jfg 

® 02 


08 


. 02 


8 -a 

3-73 
08 g 
^ d 

^ § 
« o 
C o 
PQ 


d ^ 

<x> OJ 
£ 
o 
ft 

o of 
2 ^d 

So 


§;§3 

Cj £h 

o^.2 
^ m -p 
O o 
o o ® 

f-> - 43 OJ 


d So 
« cj d 

^02- 
d J7 
o . 'S 


bfl 


co 


'g d 

d 03 

-s O ^ 

I—H OJ 

^2 a 

M 8 d 

*3 d <u 
.d o +* 

f-» o U1 

PQ 


■* d 03 

2-2 43 

03 W) 


bfi-rj bC 

d d ^ 
m d o 
. O *c 

JS •s 

■q <X> 0) 

C3 -p> I—< 

fe +> v 

^ Sh ^ 
,,0+3 

o§8“ 
fl o O .2 
PQ 


f .3 8 

i a :- 

r 9 T3 d 
o d 8 
c3 o 

n. § 

=3 o g 
d o 4 p 
£ <d3 02 

0> 

rd ~ bC 
+3 d d 

rrt .2 <d 

1-S 8 

» T3 P 

^ S “ 

o p-> C3 


PQ 


0 


o .d 


o 

© 

ft 

- d 

ft'd 

o 

“o? 

“X” 

+3 CO d 
ON o 

^C0'+3 

w 


© o 
«H Jo 


8* 

00 

ft 

o 


02 


o ^ 
d 'to 

0 ,d 

2 d 

d ft 


M QJ 
^ .§ 

’3 o 

* s 

§ s 

d ^ 
o d 
O d 
o 

I! o 
Si'S 
w 

















BUILDINGS PER SQUARE AND CUBIC FOOT 159 


“ Down South ” 

A book on valuation goes to all sections of the country; and for 
comparison with northern states some figures on buildings in the 
southeast are given through the courtesy of the Central of Georgia 
Railway Co. In general, they are lower than for the northern 
states, but machine shop is more than No. 7. 

M. & E. Shop. This shop, built in 1910, is 181'X514' in round 
figures, and has some small extensions, making a total area in square 
feet of 97,738 at $3,384, and 4,728,738 cu ft at 7j£. Total cost, 
$330,752. 

Standard construction, pile foundations, concrete spread work for 
all other piers, brick, steel framework, concrete floor with 3-in 
creosoted wood blocks, 120-ton crane, 20-ton, 10-ton and 7|-ton. 

In round figures, foundation, $21,763; structure, $283,434; heat, 
$17,425; crane runways, $2,648; tracks in building, cross (23), 
$1,376; pipe tunnel, $4,100. Cranes not included in building costs. 

Boiler and Tank. Square feet, 36,876, at $2,607; cubic feet, 
1,638,766, at 5.9^. Foundations, $10,296; structure, $76,726; 
heat, $8,576; runways, $444; tracks, $120. 

Woodworking Shop. Of concrete, brick and steel, 53'X163', 
1910. Per square foot, $1,435 for 8,612 ft; per cubic foot, 5.45^ 
for 226,746. 

Car Shop. Size 198' X303' 6". Half the area on piles, the other 
half on spread concrete, brick walls, saw-tooth roof, wood trusses, 
per square foot, 91.2^; per cubic foot, 2.6^. Lumber is cheap in 
the south. 

Blacksmith Shop. Size 103' 6"X264'. Per square foot, $1.48 
for 27,724; per cubic foot for 997,725, 4.11^. Concrete, brick and 
steel. Foundations 8 ft deep. 

Roundhouse. With 32 stalls and locker and washrooms at one 
end. About a third of the area is piled, and a 20-ft fill was required 
in some parts. Eight pits were piled. Size over all 87 ft 3 in, brick, 
wood roof, concrete base and creosoted wood floor. Per stall, 
$3,488; on basis-of ordinary foundations, $3,091. Per square foot, 
$1.74 and $1.54. Heat, $6,831. Boiler washout system, $11,306. 
Turntable and tractor, $3,972 extra; pit for same, $3,889. All on 
1910 basis, or, as shown in U. S. index numbers, 98. 

Modem Power House. $31,795 complete. Per square foot, 
$3.31 for 9,602; per cubic foot for 424,621, 7A9£. Per horsepower, 
$18.11 for 1,750 h p. Chimney stack extra, $41.14 per foot height 
for 103 ft, radial brick. Coal trestle extra, $2,024. Only 1,250 h p 
installed. Total cost of plant including machinery and equipment 
per horsepower (with provision for 500 h p more), $155. Per kilo¬ 
watt) 1,425, $136. Concrete, brick and steel construction. 


160 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Passenger Station, 1912-1913. Concrete foundations, red 
tapestry brick walls, f-in mortar joints, flat clay tile roof. Total 
area, 5,664 sq ft at $3.47 each; $0,174 per cubic foot including cellar 
space. Heat, per square foot radiation, $1,108; $0,312 per square 
foot of floor space heated—express, baggage, loggia, no heat; $0.0226 
per cubic foot of air heated. All under roof, 113,214 cu ft. Total 
cost, $19,643. 

Another. Total cost, $13,896, per square foot, $3.60; cubic foot, 
$0.1636. In all, 3,860 sq ft, 84,920 cu ft. Press-brick walls, f-in 
mortar joints. Tile roof. 1913. 

One More. Concrete foundations, brick walls, tile floor, 9,860 
sq ft at $5.21; cubic foot, 20^. As with the others, shelters and 
platform are not included. 

U. S. Base Year, 1913. This station was finished in 1914 and 
cost $22,808, or 17ff per cubic foot for building proper, 136,146 cu ft. 
Foundations of concrete, brick walls, tile roof. The shelter in front 
of station, 3,575 sq ft, cost per square foot, 38^. An island shelter, 
250 lin ft, wood, cost $4.57 per linear foot. Marquises, two, at 
2' 10"X30', each $400. 

Frame Station. Foundations of concrete, siding walls, metal 
shingles, 2,678 sq ft at $5.25 in 1914; 22^ per cubic foot for 64,272. 


CHAPTER VII 


STANDARD 10-STALL 79.5, 85, 90 AND 114-FOOT ENGINE 
HOUSES: ALSO A 50-STALL RECTANGULAR ENGINE 
HOUSE 

The standard engine house is now being increased from 90 to 
100 ft and 114 ft on main lines of railroads. 

Standards naturally differ on different roads, but a fair average 
may be had from the following figures. The 85-ft is old; the 114-ft 
house is of recent growth. The estimate will be of value, but a few 
remarks are necessary to remind the reader that all kinds of changes 
are possible and that local conditions might seriously affect the 
total. Length is over walls—not inside. 

Excavation. The allowance is about 4 ft below base of rail. 
Instead of excavation a fill may be necessary, or the natural surface 
may be several feet too high, perhaps adding hundreds of dollars 
to the cost. Then the pits might not require to be excavated in 
the center, but only for footings run down on each side. 

Concrete or Rubble. Quantity depends upon the section used, 
and the price upon locality. Footings are estimated 3 ft wide. The 
bottom of pits might be of same thickness full length; or might have 
to be level on base and the slope of solid concrete. There is more 
labor required on pits and angles than on a straight wall. 

Cut Stone. Water table and sills are estimated at 8X8; for 
ordinary work 5X7 is used. Door sills are estimated stone. Water 
table might be of concrete. Window caps might be of stone, and 
not old rail to be cut and set. Pier blocks might be iron and not 
stone as below. A good local stone might be supplied for less than 
is estimated. Range work might have to be added. 

Brick:—Walls ought to be 17", but in a fit of economy they 
might be cut to 13"; and hight might be changed. Size and number 
of openings; price of brick, pilasters, and cornices are all subject 
to change. Pressed brick might be used. Number is given in wall 
measure. 

Lumber:—-This material is of various prices in different sections 
of the country; millwork varies by 20 to 30 per cent even in the same 
section; carpenters are paid 75j i in one place and $1.10 per hour in 
another; and paving might be used in one house and left out in the 
next. An extra line of inside posts is used on the 90' house. 

161 


162 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Engine House of 10 Stalls 
1922, U. S. Index No. 168 
(Detailed estimate of cost without profit) 


Rate 79'-6" 


85' 


90' 


79'-6" 

85' 

90' 

$1,020 

$1,090 

$1,170 

6,820 

7,300 

7,850 

852 

872 

952 

6,378 

6,780 

7,140 

190 

195 

200 

325 

325 

325 

6,018 

6,750 

7,470 

1,400 

1,400 

1,400 

2,300 

2,500 

2,750 

1,260 

1,359 

1,458 

500 

510 

520 

450 

450 

450 

1,500 

1,500 

1,500 

1,600 

1,700 

1,800 

2,200 

2,270 

2,340 

2,856 

3,120 

3,333 

100 

110 

120 

$35,769 

$38,231 

$40,778 


Excavation. 

Concrete. 

Cut stone, set.... 

Brickwork. 

Coping and pit-pipe 

Old rail. 

Lumber. 

Millwork and glass 
Carp lab at $1 rate 

Gravel roof. 

Hardware. 

Painting. 

Smoke jacks and 

ventilators. 

Track. 

Piping. 

Paving. 

Galv iron. 


Total. 


1.00 

10.00 

2.50 

30.00 


60.00 


9.00 


2.00 


8.00 


1,020 

682 

341 

212,600 


100,300 
" " i 40 


800 


952 


1,090 

730 

QJ.Q 

226,000 


112,500 

"isi 


850 


1,040 


381 


162 


900 


1,111 


Material, 72 to 74% of total. 


Labor, 28 to 26% of total. 


There is no painting estimated on brick, posts or ceiling. Smoke 
jacks and ventilators are of wood—add $630 if steel is wanted. 

Pits:—Pits are deducted from paving; and length is increased to 
correspond with house. 

Piping is for air, steam and water. The low figure used calls 
attention to the fact that local prices must be filled in. See Heating 
of this house near end. 

There is no gutter. Net prices are used. 

Drop Pit:—If drop pit is used see the 114' figures. 

The average contractor would take such buildings for a profit 
of 6 per cent, or about $1400 additional; and out of this pay insur¬ 
ance, etc. If thrown open to bidding a cut of 10 to 15 per cent 
might be made—and the usual crop of accidents, liens, lawsuits, 
etc., spring up to vex the earth. 

On the basis of 17 used on No. 2 (See Chap VI). 160,600, 170,700, 
and 179,800 actual brick are required; at 17^ to the cu ft as with very 
small brick, 165,350, 175,800, 185,100; at 15^ for very large, 146,500, 
155,700, and 164,000, or a difference of about 20,000. On the 161 
basis used on No. 8, 153,550, 163,200, 171,900 for the 3 different 
houses in round numbers, with brick clear to grade. 








































STANDARD 10-STALL ENGINE HOUSES 


163 


Inside Stalls 


For inside stalls on same basis: 


Excavation... 

95 cuydl03 

113 $95.00 

$103.00 

$113.00 

Concrete. 

61 

68 

75 610.00 

680.00 

750.00 

Cut Stone.... 

25 

25 

28 63.00 

63.00 

70.00 

Brick. 11,500 

11,800 

12,100 345.00 

354.00 

363.00 

Old rail. 



25.00 

25.00 

25.00 

Lumber. 10,200 

10,700 

11,500 612.00 

642.00 

690.00 

Millwork. 



120.00 

120.00 

120.00 

Carp labor. . . 



220.00 

238.00 

262.00 

Gravel roof... 



126.00 

136.00 

146.00 

Hardware.... 



48.00 

48.00 

48.00 

Painting. 

Smoke-jack & 



37.00 

37.00 

37.00 

vent. 



150.00 

150.00 

150.00 

Track. 



150.00 

160.00 

170.00 

Piping. 



220.00 

227.00 

234.00 

Paving. 



285.00 

312.00 

333.00 

Total. 



.$3106.00 $3295.00 $3511.00 

Add whatever profit 

is considered possible to total cost price. 

For 8 inside stalls. 




$26,360 

$28,088 

For 2 outside stalls 



. 10,921 

11,871 

12,690 




$35,769 

$38,231 

$40,778 

For 1 outside stall. 



. $5,460 

$5,935 

$6,345 

For 1 inside stall. . 



. 3,106 

3,295 

3,511 

Difference. 



. $2,354 

$2,640 

$2,834 


At 17 brick to the cu ft an inside stall requires 8,700, 8,900, 
9,150. 

Pit.—For the excavation of a standard pit allow 34 cu ft to each 
lin ft full length of pit, and add 3 cu yd for the deep end. 

For concrete or rubble deduct the 2 ends, or 6' 2", from extreme 
length, and allow 184 cu ft for them; then multiply each lin ft of 
straight pit by 21.07, and add 184 to the result for the total in cu ft 
Piles.—If piles are used, staggered about 4' centers, allow for walls 
and piers, 64 for the 2 end stalls, and 14 for each inside stall. For 
each pit, 36. At $20 per pile, $1072 per stall on a 90', 10 stall house. 

If concrete is used instead of timbers, allow 2.5 cu ft to each lin ft 
of pit, a total of 23.57 cu ft 
Light.—See Index for cost of Electric Lighting. 


























164 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Change of Base. For a comparison the following figures are 
given, as compiled in 1904. The U. S. index number for that year 
is 79, as set in the revised list for 1922. The 1922 costs are more 
than double of the 1904 ones. 

Ten Stalls 


Detailed estimate of cost without profit 



Rate 

79' 6" 

85' 

90' 

79' 6" 

85' 

90' 

Excavation . . . 

.30 

1,020 

1,090 

1,170 

$306.00 

$327.00 

$351.00 

Concrete. 

5.50 

682 

730 

785 

3,751.00 

4,015.00 

4,317.50 

Cut stone, set. 
Brickwork.... 

1.61 

341 

349 

381 

549.00 

561.90 

613.40 

11.00 

212,600 

226,000 

238,000 

2,338.60 

2,486.00 

2,618.00 

Coping and pit- 

pipe . 

Old rail. 

Lumber. 

1A00 

100,300 

112,500 

124,500 

70.00 

175.00 

1,805.40 

73.00 

175.00 

2,025.00 

76.00 

175.00 

2,241.00 

Millwork and 
glass. 


925.00 

925.00 

925.00 

Carp, labor. . . 





920.00 

1,000.00 

1,100.00 

Gravel roof. . . 

4! 50 

’ 140 

’ 151 

162 

630.00 

679.50 

729.00 

Hardware. . . . 





315.00 

320.00 

325.00 

Painting . 

Smoke jacks 
and ventila¬ 
tors . 

Track . 

' . 60 

800 

850 

900 

250.00 

550.00 

480.00 

250.00 

550.00 

510.00 

250.00 

550.00 

540.00 

Piping . 





1,600.00 

1,650.00 

1,700.00 

Paving . 

i . 25 

952 

1,040 

1,111 

1,190.00 

1,300.00 

1,388.75 

Galv. iron. . . . 




37.00 

40.00 

43.00 

Total. 





$15,892.00 

$16,887.40 

$17,942.65 


Material, 72 to 74% of total. Labor, 28 to 26% of total. 


Inside Stalls 

For inside stalls on same basis: 


Excavation, cuyd 

95 

103 

113 

$28.50 

$30.90 

$33.90 

Concrete. 

61 

68 

75 

335.50 

374.00 

412.50 

Cut stone. 

25 

25 

28 

40.25 

40.25 

45.10 

Brick. 

11,500 

11,800 

12,100 

126.50 

129.80 

133,10 

Old rail. 




12.00 

12.00 

12.00 

Lumber. 

10,200 

10,700 

11,500 

183.60 

192.60 

207.00 

Millwork. 




80.00 

80.00 

80.00 

Carpenter labor. 




87.00 

95.00 

105.00 

Gravel roof. 




63.00 

67.95 

72.90 

Hardware. 




30.00 

30.00 

30.00 

Painting. 




20.00 

20.00 

20.00 

Smoke-jack & vent 



55.00 

55.00 

55.00 

Track. 




48.00 

51.00 

54.00 

Piping. 




160.00 

165.00 

170.00 

5 aving. 




119.00 

130.00 

138.85 


Total.$1,388.35 $1,473.50 $1,569.35 


















































STANDARD 10-STALL ENGINE HOUSES 


165 


Add whatever profit is considered possible to total cost price. 


For 8 inside stalls.$11,106.80 $11,788.00 $12,554.80 

For 2 outside stalls. 4,785.20 5,099.40 5,387.85 

$15,892.00 $16,887.40 $17,942.65 

For 1 outside stall. $2,392.60 $2,549.70 $2,693.95 

For 1 inside stall. 1,388.35 1,473.50 1,569.35 

Difference. $1,004.25 $1,076.20 $1,124.60 


Rectangular Engine House.—When finishing the foregoing esti¬ 
mates I saw a plan of a rectangular engine house proposed by a R.R. 
worker as an improvement. This is rather an interesting substitute 
for the ordinary roundhouse, and as the cost was not given among 
the other advantages or drawbacks I made an estimate, as nearly 
as possible without working plans, so that a comparison might be had 
with the 85' radial house. To correspond with that the size of the 
plan was changed to 85' over walls instead of inside. The depth 
of footings and hight of walls are the same; roof is estimated at 
rise to the ft; prices are same. Steel lintels are put over triple 
openings, and that increases the cost; but there would not be suffi¬ 
cient light with 2 ordinary windows. Skylight and lantern are extra, 
and none too large. 

The cost of a transfer pit might be set at $40 per lin ft but in some 
cases with deep concrete this might run as high as $95; with end 
walls not necessary in the proposed plan, and with 1 wall fewer in 
center the cost is $40 on same sections and depth. Pit is given 
separately, although enclosing walls necessarily go with building. 
Paving is not figured in pit. Traveling crane, drop pit, etc, are not 
estimated, but both buildings kept on same basis. 


Summary of the 
house, 240'X471': 

plan of a 

50 stall, 85' rectangular engine 

Excavation. 

.. . $5,300 

Skylight. 

.$8,000 

Concrete. 

... 33,260 

Hardware and 

lantern 

Cut Stone.. 

... 4,200 . 

Gearing. 

. 1,875 

Brickwork. 

. 18,100 

Painting. 

. 1,680 

Steel lintels. 

.. . 4,200 

Smoke-jacks and 

vents 8,250 

Lumber. 

. .. 41,300 

Track. 

. 7,750 

Millwork. 

... 6,050 

Piping. 

. . . 10,300 

Carpenter labor. 

. 15,000 

Paving.. . 

. 16,500 

Gravel roof. 

.. . 9,300 

Flashing. 

. 500 

$191,565 






























166 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Summary of transfer pit: 

Excavation. $6,000 

Concrete. 9,933 

Rail, bolts and clips. 1,400 

Transfer table. 12,000 

Side coping timber. 700 

- $30,033 

$191,565 


$221,598 

Summary of a 50-stall, 85-ft, radial engine house: 


2 outside stalls. $11,871 

48 inside stalls. 158,160 

1 turntable. 8,000 

50 new frogs. 3,500 

5000-ft track between table and doors 15,000 

-$196,531 


Difference. $25,067 


The roundhouse is 10 per cent cheaper than the rectangular plan. 
The plain L. S. D. “dollars and cents,” argument is against a 
change unless some other reasons than cost carry the day. If the 
transfer table is cut out the walls can be materially shortened and 
the cost reduced, but a new method of working is required. 

The 85-ft house is used as a basis, but the difference is about the 
same for other lengths. 

Fire. Fire walls are not estimated on either plan. For a radial 
house, if used, see the 114-ft costs. 

Heating. In these estimates the pipes are in place ready for 
steam heating; if the hot-blast system is used, instead, the supply 
has to be brought to the blower from which distribution is made. 
The cost is about the same as with the pipe system. Of six engine 
houses in different parts of the country heated by the biast system, 
the average of the work was $191 per stall; the price ranged from 
$165 to $245 in low-priced times. For 1923 allow $600 and $300 
extra for a washout system. 

Standard. The standard house is, of course, different on rail¬ 
roads, but the one from which the detailed figures are given is 
heavy enough to serve as a safe building to estimate from for an 
approximate figure. 

Cost. On another plan an 8-stall 90-ft house cost $24,000 in one 
place, and $21,700 in another; and had 100,000 actual brick, with 
15,000 for the two outside stalls. In the first case the cost per 
stall is $3,000. 
















STANDARD 10-STALL ENGINE HOUSES 


167 


A 90-ft Frame House should not cost over $3,550 per stall. 

Reinforced Concrete Engine Houses. At Galewood, Ill., the 
estimated cost of 36 stalls was $80,000, or $2,200 per stall. This 
was for concrete up to the window sills and brick above. In 1923, 
$160,000. 

Another of the same design and 30 stalls was built at West 
Milwaukee for $65,000, $2,167 per stall. Both were over 84 ft over 
all. In 1923, $130,000. 

Smokejacks are of various styles and prices. A cast-iron fixed 
one is $180 f.o.b. Chicago; another $260; 3 styles of asbestos 
building lumber are $180, $250, $320. Wood, from $140 to $200. 

Lighting. Allow in addition to all foregoing estimates $120 per 
stall for electric lighting, if required. 

Turntables, 1923 

For a 72-ft table allow $4,500 f.o.b. Chicago, weight 31 tons; 
1,000 cu yds excavation; 127 cu yds concrete; 60 cu yds gravel for 
slope; 21 piles if any are used; $400 for ties, bolts, coping and 
labor; $190 for 70-lb pit rail; $80 for catch basin; $500 for bending 
rail and setting table, a total without the piles of $8,120.00, with 
excavation at $1.00, concrete at $10.00, and gravel at $3. Add 
profit, freight and piles, if required. 

For a 75-ft table allow $5,500, Chicago; weight 38 tons; 1,070 
cu yds excavation; 136 cu yds concrete; 66 cu yds gravel; 21 piles; 
$440 for ties, etc.; $200 for pit rail; $75 for catch basin, and $540 
for bending unloading, setting; a total of $9,383. Add piles, etc., 
if necessary. 

For an 80-ft table, 36 tons, and pit, allow $9,980. 

For an 8-ft table, plain top, 5,800 lbs. $460 at Chicago. 

Turntable Weights. For a 70-ft deck, 65,000 lbs; 80-ft deck, 
72,000; 90-ft through, 175,000 lbs; 100-ft through, 190,000 lbs. 

An approximate price at Chicago is 6^ per pound for table alone. 

The erection of a deck is about $12 a ton with ordinary railroad 
wages; and $17 for through, at 1923 rates. 

Complete. With pit, all on the basis of the detailed ones above, 
allow for 90-ft, $18,000; for a 100-ft, $20,000. 

The 1920 Detailed Cost of a 114-Foot Engine House 

Two Styles. On branch lines and at ordinary towns the 90-ft 
roundhouse is still used; for terminals the large engines make longer 
houses necessary. The detailed costs of one type are given in order 
to supply a fair basis for an approximate estimate. 

Special requirements might affect the total, as with the smaller 
houses—fills, piling, rock blasting, etc. Instead of the footings 


168 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


being only 4 ft 6 in deep, as with the type here considered, they 
might be twice as much. On the other hand, steel columns and 
lintels might not be used. 

The quantities being given local prices can be filled in to suit. 

Length of Stall. In the type selected this is 114 ft inside the walls. 

Outside Stall 

Excavation, walls and heating duct, 107 cu yds. $ 107 

Concrete, foundations and duct, 69 cu yds. 690 

150 lin ft cement water table, set, $1.50. 225 

17 lin ft concrete sills at main door, 12"X18". 25 

Brickwork, 64,000 in wall measure, $30. 1,920 

165 lin ft cement molded coping, 6"X15", $1.70. . . . 280 

Lumber, 15,000 ft bm, $60. 900 

Carpenter labor on lumber, $20 per M. 300 

Carpenter labor on main doors, 1,900 sq ft windows, 

cornice, etc. 300 

Millwork and glass. 1,100 

Steel work, set at 10^ per pound. 1,343 

Iron ladder on end wall. 80 

Cast-iron downspout, etc. 40 

Gravel roof, 27 squares at $9.00. 243 

Paving, 200 sq yds at $3.00. 600 

Painting, two coats. 180 

Piping, air, water, steam, heat washout. 900 

Flashing, side wall, rear, center, smokejack, 200 ft... 80 

Truss rods, castings, grating above steam duct, etc. . 140 

Transite smokejack. 220 

Hardware—sash weights, door hinges, nails, etc. 300 

Track, 108 ft, $2.00. 216 

Pit, 95 ft, excavation, 120 cu yds at $1.00. 120 

Pit, concrete, 80 cu yds. 800 

Pit coping and bolts. 114 

Circular narrow gage track in rear, 30 ft. 60 

Engineering and contingencies, 10 per cent. 1,128 

Contractor’s profit, 8 per cent. 903 


$13,314 

Actual Brick required on basis of 17 to cubic foot, 48,355. Brick¬ 
layer’s wages, $1.25 per hour; laborer’s, 60^. For 8 hours 1,200 
brick allowed to one bricklayer, and lj laborer. Brick laid down at 
$20 per $1,000. The U. S. index number for 1920 is at the peak 
with 264, instead of 100 in base year of 1913. 




























STANDARD 10-STALL ENGINE HOUSES 169 
Inside Stall 

Excavation, 42 cu yds. $42 

Concrete, foundations and duct, 25 cu yds. 250 

Cement water table, 30 if, $1.50. 45 

Concrete sills under main door. 25 

Brickwork, 17,000, $30. 510 

Cement molded coping, rear and front, 47 If. 80 

Lumber, 16,000 ft bm, $60.00. 960 

Carpenter labor on lumber, $20 per M. 320 

Carpenter labor on main doors, 544 sq ft windows, etc. 140 

Millwork and glass. 430 

Steelwork, at 10^ per lb, set.„. 718 

Cast iron downspouts. 80 

Gravel roof. 243 

Paving. 600 

Painting. 90 

Piping. 900 

Flashing. 40 

Truss rods, castings, gratings, etc. 190 

Smoke jack. 220 

Hardware. 150 

Track. 216 

Pit complete. 1,034 

Narrow gage track in rear. 60 

Engineering and contingencies, 10 per cent. 734 

Contractor’s profit, 8 per cent. 588 


$8,665 

Difference.—The inside stall is thus $4,649 less than the outside 
one 

Note. —The carpenter labor is put at $1.00 per hour, the common at 60 cents. 

The front steel columns are laced and surrounded with brick. 

A ladder should be allowed every 10 stalls. 

A fire wall should be put in every 7 stalls. 

Trailer, pilot, and driver pits should be put in according to the 
requirements of the terminal. In the house under consideration 
the circular trailer pit was 55 ft long, the pilot, 68, one driver 62 and 
the other 67. All are circular, and run across three engine pits. 

The extreme depth of the pilot and driver is 10 ft below bottom 
of rail, or floor line; the driver pits run down 19 ft. The rate given 
for excavation might easily be tripled if water were struck. So 
with the circular forms unless waterproof sheet piling were used 
or other means of keeping back the water. All that can be done 
here is to give quantities with a fair price for good soil, and leave local 
conditions for the engineers when making an approximate estimate. 



























170 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


The Fire Walls 

In roundhouses of many stalls fire walls are built—one for about 
every seven stalls. The estimate on a wall 114 ft long is now 


given. 

Excavation, 4 ft deep = 68 cu yds. $68 

Concrete, 50 cu yds. 500 

Cement coping, 120 ft with upright parts, $1.70. 204 

Brickwork, 13" wall with 7 double pilasters, 78,000 wall 

measure, $30. 2,340 

Flashing both sides. 92 

Fireproof metal clad door, 8 X10', track, etc. 120 

Engineering and contingencies, 10 per cent. 332 

Contractor’s profit, 8 per cent. 266 


$3,922 

This runs close to $34.40 per If; $1.17 per sq ft above the floor 
line; and 1.03 from the bottom of concrete foundation to cement 


coping above roof. 

The Pits 

Trailer Pit, Circular, 55 ft long. 

Excavation, 70 cu yds, $3.00. $210 

Concrete and circular forms, 50 cu yds. $20.00. 1,000 

Wood coping, cut to circle, 6" X12", with bolts. 80 

Track, plates, clips, bolts, etc.. 180 

Reinforced rails (6) and heavy castings. 180 

Engineering and contingencies, 10 per cent.... 165 

Contractor’s profit, 8 per cent. 132 


$1,947 

On a lin ft basis the cost is $35.40. 

Pilot Pit, Same section, but 68 ft long. $2,407 

Driver Pit, (about 19 ft deep, 62 long, circular). 

Excavation, 400 cu yds $4. $1,600 

Concrete and forms, circular, 150 cu yds, $23. 3,450 

Coping, track, reinforced rails, etc. 525 

Engineering and contingencies, 10 per cent. 558 

Contractor’s profit, 8 per cent. 446 


On a lin ft basis the cost is $106.11. 

Driver Pit, No. 2 is 67 ft over all. $7,110 



























STANDARD 10-STALL ENGINE HOUSES 


171 


Cost of a Roundhouse of 14 Stalls XI 14 Feet Inside the 

Walls 


Two end stalls at $13,314.$26,628 

Twelve inside stalls at $8,665.103,980 

One Fire Wall $3,922. 3,922 

Four pits. 18,043 


$152,573 

This is practically $10,900 a stall, which under former conditions 
seems twice as much as it should be. But when common brick sell 
at $18 per M, and masons’ wages are $1.25 per hr; and other factors 
are in proportion the total figure has to rise. 

On a house of seven stalls without a fire wall, with the same number 
of pits, the average cost per stall is $12,571. The high cost of the 
pits and end stalls is divided among five instead of twelve. 

On a house of twenty-one stalls, with pits in one section only, 
and two fire walls, the average cost per stall is $9,481. 

On some houses half the pits would serve, wood posts would be 
used in front instead of laced steel columns surrounded with brick, 
and the steel work in general would be eliminated. In some parts 
of the country lumber would cost only $35, and so on. But in an 
era of high prices the foregoing figures will serve for a fair approxi¬ 
mate cost on the basis of the type selected. 

With a standard plan in use the figure for engineering and con¬ 
tingencies might be cut in half. 

Use Local Price.—Base estimates on the quintities. 

Metal Windows. These might be used in place of wood, and 
higher price have to be set. 

Altitude. The chief engineer of a large New York-Chicago road 
writes: “We have recently completed several reinforced concrete 
engine houses. Practically all of this work was done during the 
war period. The cost varied from $9,000 per stall to $30,000, the 
difference being due to the character of foundations of various 
houses, the higher cost houses being built on piles. 

The following are extra good figures from the “New Haven”: 







N. Y., N. H. & H. R. R — Cost Data, Engine Houses in New York, Connecticut, and Massachusetts 

Tracks not included 


172 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Cost 

Per 

cubic 

foot 

$.187 

.180 

.082 

.156 

Per 

square 

foot 

$4.25 

4.10 

2.12 

6.80 

! 

Per 

stall 

$8,504.00 

9,020.40 

3,600.00 

9,088.40 

Total 

$ 85,040.00 

90,203.93 

36,000.00 

63,618.73 

Date built 

1912 

May, 1918- 
1919 

r 

1908 

May-Nov., 

1918 

Cubic 

feet, 

contents 

455,000 

503,852 

440,336 

410,218 

1 

Area 

20,000 

22,000 

16,960 

9,350 

! 

Stalls, 

feet 

10-8 

10-103 

10-87 

7-107 

Construction 

Brick walls, reinforced concrete roof. 
Concrete foundation, floor and pits. 
Plumbing, heating, lighting. Steam 
and air piping 

Hollow tile walls, concrete floor. 
Slag roofing on frame roof. Con¬ 
crete pits, steam heat, electric 
lights. Steam and air piping 

Brick walls and reinforced concrete 
roof, including plumbing and heat¬ 
ing 

Hollow tile and brick walls. Con¬ 

crete foundations, floor and pits. 
Slag roofing on frame roof. Steam 
heat, electric lights. Steam and air 
piping 

Building 

Engine house 

Engine house 
ext. 

Engine house 

Engine house 
ext. 



















STANDARD 10-STALL ENGINE HOUSES 173 


00 o 

00 

s| 

eo O 
►£ o 

05 r^. 
(N ”, 


00 


is 


S 8 

05 05 


2,024,108 

824,120 

i 7fin non 

352,800 

203,967 

74,616 

34,400 

7ft 400 

15,360 

8,828 

43-87 

18-97 

39-100 

8-96 

4-107 


."S ft.’S 


s -5 

fi PQ 


? Ph 


o3 

§ 53 .2 


o s ~ ~ 


* 


£ *i 

.1 a 


T3 - a 
fl fcfl 
c3 G g 

© <g ^ 
- 2 £ 
^ M "S 

.2 * M 

O ® a 

w 


J2 O 
& ..• 
^4 


a m 

c3 a 

5 is 

02 g 
3 


o -s -2 

- G ,3 
•e o3 Ml 

^ 8 g” 
^ 2 £ .2 
§ of £ 
o a ° 
© o o .2 
:S •« © 
+i M 03 

- G T3 , 
^ O fl -p 


© M 

■s * 

53 CQ 
0 

6 5 


1 off 2 
> a co 

§.s 


© ^ 
a> ’-3 

Sh GQ 

O c3 

O s 
o 


M 8 
G3 G 

.2 7 


♦? a 


»s a 

> § * m 


£2 O 
O *-< 

W 


a 

■s 8 

© +3 

-G go 


t) Bg 
fl o 1 
3 o .2 
















CHAPTER VIII 


RAILROAD FIGURES 

(The figures in this chapter are set to suit the U. S. base year, 
1913, and apply to all such years, unless otherwise stated.) 

Pump Houses, average of half a dozen, $1.40 per square foot. 

Ordinary Water Tanks. Average of a score, $2,000, at 24 ft 
diameter. Prices from $1,800 to $2,500. Labor, 40 per cent of 
material. (See elsewhere in this chapter for tables of cost.) 

Steel Water Tanks and Framework. An approximate price for 
elevated steel tanks as follows: 

For 50,000 gal capacity, 100 ft to the top, erected complete, 
$4,000; for 100,000 gal, same height, $6,000. 

Track Scales. For 50-ft, 80-ton, average of a dozen, $1,250; 
labor one-third of total. For (2) 40-ft, 80-ton, $1,500 each. For 
40-ft, 100-ton, $2,600. 

Turntables. The average of five built, 72 ft, was $5,000. An 
average price for half a dozen regular 66-ft tables, complete with pit 
walls, etc., was $4,000. 

The following figures are kept, in order that an appraisal may 
be made for 70-ft sizes, found all over the country. The 1913 basis 
of 100 here may be changed to suit the year desired, or the quan¬ 
tities may be priced and depreciated from reproduction new. 


70-Foot Table *.nd Pit—Masonry on Piles and Pile Circle 

and Curb 


2,500 lin ft cedar pile (40 tons) at 29^.$ 725.00 

10 cu yds cut stone (20 tons) at $5.40. 54.00 

5 cu yds crushed stone (6| tons) at $1.75. 8.85 

10 bbls Port cement (2 tons) at $1.92. 19.20 

22 M lumber (36.7 tons) at $27.25 . 599.46 

Bolts, rails, spikes and circle rail (7.14 tons). 214.43 

1 70' Lassig turntable (30.05 tons). 2,200.00 


Total material.$3,820.94 

174 











RAILROAD FIGURES 175 

Excav 1,175 cu yds at 50 .$ 587.50 

Shoring. 51.56 

Placing 5 cu yds concrete at $2. 10.00 

Setting 10 cu yds stone at $5. 50.00 

Driving 2,500 lin ft piling at 20^. 500.00 

22 M lumber framed and placed at $15. 330.00 

Placing table and circle rail. 100.00 


Grand total (Lassig).$5,450.00 

Grand total (King). 5,100.00 

70-Foot Turntable and Pit—Concrete Center and Circle 
Material Weights for Above 

400 lin ft piles at 20^.$ 116.00 

5,269 b m ties and floor. 138.22 

10 M b m 3"X8" sheet piling at $25.60 . 256.00 

1,792 b m circle wall coping, 3"xl4". 49.26 

1,480 b m 6"X8" oak ties for circle rail. 40.33 

4,575 lbs circle rail and fastenings. 58.43 

640 lbs bolts, nails and castings. 18.16 

33 cu ft cut stone at 20^. 6.60 

350 cu yds concrete at $3.98. 1,393.00 

1 70' Lassig turntable’. 2,200.00 


Total material.$4,276.00 

*Excav 1,208 cu yds at 50^.$ 604.00 

Driving 400 lin ft piling at 20^. 80.00 

Shoring 4,600 sq ft at 6f^. 300.00 

Placing 350 cu yds concrete at $2. 700.00 

Setting center stone. 5.00 

Placing and framing 8,540' lumber at $15. 125.00 

Putting in drain. 10.00 

Placing table. 100.00 


Grand total (Lassig).$6,200.00 

Grand total (King). 5,850.00 


* For each foot less in depth deduct 165 cu yds. 

Material Weights for Above 
34.84 tons timber and piles. 2.48 tons cut stone. 

2.78 tons oak ties. 109.50 tons crushed st 

2.60 tons circle rail and hardware. 84.00 tons cement. 
30.05 tons Lassig turntable. 262.5 tons sand. 

26.25 tons King turntable. 




































176 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


70-Foot Turntable and Pit—Masonry Center and Circle 
on Piles and Concrete 

142 piles, 3,550 lin ft, at 29j£. ..$1,029.50 

76 cu yds concrete at $3.98. 302.48 

10 cu yds 1st class masonry at $5.09. 50.90 

278 cu yds 2d class masonry. 917.40 

1 70'Lassig turntable. 2,200.00 

4,968' bm decking timber. 125.00 

200 lbs bolts and hardware. 6.00 

1,575 bm wall coping, 3"X14", at $28. 44.10 

Turning levers and locks. 18.41 

3156' bm circle rail ties at $27 . 85.21 

Circle rail and fastenings. # .. 75.00 

10 M. sheet piling, 3"X8", at 25.60. 256.00 

Drain for pit. 5.00 


Total material.$5,115.00 

800 cu yds excav between piles at 70^. 560.00 

640 cu yds excav at 50^. 320.00 

3550 lin ft piling driven at 20^.’. 710.00 

3300 sq ft shoring at 63^j t . 215.00 

76 cu yds concrete placed at 2.00. 152.00 

10 cu yds 1st class masonry set at 4.00. 40.00 

278 cu yds 2d class masonry set at 3.50. 973.00 

9700 bm lumber set at 15.00. 145.00 

Placing table.. 100.00 

Placing drain. 10.00 

Grand total (Lassig).$8,340.00 

Grand total (King). 7,990.00 

Weights of Material 

63.32 tons cement. 

30.05 tons Lassig turntable. 

26.25 tons King turntable. 

4.3 tons circle rail, bolts and turning lever. 

88.92 tons crushed rock. 

383.00 tons stone. 

89.64 tons lumber. 

187.70 tons sand. 





























RAILROAD FIGURES 


177 


Ice Houses. A figure on large ice houses is given on page 140; 
the square-foot figures for a small house are given below: 

Standard—4-in air space, pile head found, 12-in cinder floor, 6-in 
drain tile through center of house 2"X4" studs separated by 1"X6" 
fencing flooring, 1"X6" lining fencing flooring, 1"X6" drop siding 
on 1"X6" fence floor, with tar paper between, shingle roof, floor to 
pbite 16 ft. 

28'X32' House 

Per square foot, $1.00. Per square foot for each additional 16 ft 
panel, 80^. Capacity, 170 tons per 16 ft long. 

Ice Houses. As a fair idea of the relative value of outside and 
inside houses of a larger type than the above, the following figures 
are given: Frame, 32'X112'X32' high, outside houses, $4,800; 
inside, $3,800. The outside houses have an exterior wall, and the 
half of an inner; the inside houses have two half walls, or one whole, 
inside wall. The division walls are of cheaper construction than 
the outside ones, and are unpainted. A wall 112' X32' is worth about 
$600, including foundation of pile heads and bases. 

Board Park Fence 

7-ft cedar posts, spaces 8 ft with 1" X6" boards, two l'X6' braces, 
per panel with 1"X6" face board on front of posts. 


Cedar posts @ 10^. 0.41 ton $1.30 

312 ft bm 1"X6" 16' @ $24.60.. 0.52 ton 7.69 

12 lbs nails @ $2.20 per cwt. 0.006 ton 0.26 

Labor post holes @5^. 0.65 

312 ft bm placed @ $8. . 2.50 


Total for 100 lin ft. $12.40 

Gas Pipe Park Fence 

7-ft cedar posts, spaced 9-3-H" wrought-iron 

pipe rails, cedar posts @ 10^. $1.20 

300'-H" wrought-iron pipe @7^.21.00 

Labor. 2.80 


Total for 100 lin ft.$25.00 


Fences. Here it may be well to remind the reader that fences 
are built under various conditions, and on soils that change the 
labor cost considerably. It is easy to set posts on ordinary ground 
but difficult in a swamp or among rocks; and the weather has also 
to be taken into account. 













178 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Umbrella Sheds. A set of long ones on a large station had 100 
lbs of steel to the linear foot. This is a hint for an approximate 
figure to save estimating laced columns, etc. The variety in this 
field is as great as in others. 

The newest style of shed is wider than the ordinary one, and 
slopes from the coaches to the center of the platform. 

The foregoing weights and figures apply only to what might be 
called ordinary construction. Such sheds as the “Northwestern” 
ones in Chicago with heavy framework and concrete roofs, occupy 
another field altogether. 

Ordinary concrete sheds, $4 to $5 per square foot. From 12 to 
16 lbs steel to the square foot of roof. This to include all frame¬ 
work. Reinforced concrete platforms extra, $2.50 per square foot. 
On a 1923 basis. 

Approaches. Coaling stations of several types, and many power 
houses require approaches where the cars are backed up to the 
required height. A fair approximate valuation is $11 per linear 
foot without any masonry, but with piling; with masonry and piling, 
$12; without piling, $10. Add contractor’s profit, and engineering 
percentage. But some approaches run as high as $19 net, without 
profit. 

A detailed figure for one type of approach is as follows: 

Length, 186 ft: 


Excavation, no grading. $ 18.00 

Masonry. 198.00 

Piling. 120.00 

Woodwork (bents, girders, ties, etc.). 1,600.00 

Hardware. 90.00 

Rail (for approach and all structure). 176.00 

Contractor’s percentage, 10 per cent. 220.00 

Engineering and supervision, 5 per cent. . . . 121.00 


$2,543.00 


Per linear foot.$ 13.67 


Viaduct Platforms of the heaviest design, except for teaming, 
$5 to $7 per square foot. Steel beams, and the best of paving 
throughout. 

Transfer Pit with walls of creosoted timber. Size, 92'X370" 
Cost, $10,285. Table extra, $7,000. 

Dry Kilns. The square foot costs of two were $2 and $2.33. The 
area in the one case was 1,700 sq ft and 1,900 in the other. See 
index. 












RAILROAD FIGURES 


179 


Pits for coaches, engines, etc., are of various depths and thick¬ 
nesses of walls, and thus have to be estimated to suit. A fair 
average is $9 per linear foot for coach pits, and $11 for the heavier 
class for engines. This does not include piling. Profit for con¬ 
tractor, and the usual allowance for making plans and supervision 
to be added at the final summary. (See the figures for 114 ft 
roundhouse.) 

Cinder Pits in timber, $8 to $16 per linear foot; in masonry, $20 
to $30. 

Drinking Fountains in railroad shops may run from $5 to $1C0 
each. A fair installation costs $85, not including supply and waste 
piping below floors, etc. Many shops have merely a faucet. 

Folding Doors are much used now in freight houses. They are 
cut through the center like a Dutch door, and are worked with 
chains and weights. Sizes and special requirements regulate 
prices, but an ordinary door costs $85 f.o.b. cars at Chicago. 
This is about $1 per square foot. Allow from $15 to $20 for 
setting. 

Sliding Doors lined all over with tin, 99^ per square foot, on cars. 
Allow freight and hanging. 

Coal Buckets used in the old style stations are mostly of a 
standard size, and weigh 1,000 lbs each. 

Coal Bins are usually made on the basis of 40 cu ft to the ton. 
The city sealer of Chicago made out a table of 26 kinds of coal 
ranging from 34.30 cu ft to the ton to 45.61, Scranton nut being the 
low, and Indiana block the high. Coke required 76 cu ft. Scranton 
nut weighs 58.25 lbs to a cubic foot, and Indiana block 43.85. Coke, 
26.30 lbs. 

Cost of Bridges. In making a physical valuation of a railroad 
the buildings are kept separate from bridges, and the same valuator 
does not usually cover both. It sometimes happens, however, 
that an approach, small viaduct, etc., is so connected with the 
building that it is desirable to include it in the total. The following 
figures are for an approx estimate only, and for such cases, merely 
to supply a hint for an emergency in a field entirely apart from 
the one this book deals with. Most of the figures are taken from 
the “History of Bridge Engineering/’ by H. G. Tyrrell, Evanston, 
Ill., 1911. 

Depreciation. “There are Roman and other bridges 2000 years 
old, and still likely to last for some time. ” 

“A wooden bridge in Thibet was built in 1650, and lasted 150 yrs. 
Another in Bethlehem, Pa., was built in 1816.” “But there are 
few wooden bridges now standing more than 100 yrs old. The 
normal duration of those which were roofed and protected from 
the weather was generally 30 to 40 yrs, while the open ones with- 


180 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


out covering would last about one-third as long.” But piles were 
found in good condition after 1100 yrs. 

“Cast iron, though brittle, and less reliable than steel, has the 
merit of little or no corrosion from rust, and bridges of this material 
are still in use, long after later ones of wrought iron and steel have 
been destroyed.” But “the failure of an iron Howe truss in 1876 
vith a span of 154 ft, in which accident 90 people were killed, 
resulted in discarding cast iron entirely by the railroad companies, 
and four or five years later it was also abandoned for highway 
bridges.” 

“In 1888 statistics showed that, for ten years or more, truss 
bridges on American railroads had been falling at the rate of 25 per 
year.” 

“On the 190,000 miles of railroad in the United States there are 
80,000 metal bridges, not including wooden trestles, or 1,400 miles 
in all.” 

A table of viaducts given in the book shows lengths from 800 
to 5,327 ft, heights from 180 to 435, and weight per ton per foot. 
On two about 200 ft high and 800 long the weight is approximately 
a ton to the foot; the heaviest 2.3 tons to the linear foot, 314 ft 
high, and 5,327 long. 

Costs. “In the 1908 competition for the Connecticut Avenue 
viaduct at Washington, with steel arch spans from 282 to 410 ft, 
length of 1320 ft, and width of 70, the estimated cost was $4.00 
to $5.00 per square foot of roadway. 

“On a steel bridge in Pittsburg with a 400-ft. arch and a total, 
length of 800 ft, the cost was $4.50 per square foot of deck. ” 

On a station approach detailed as to cost in 1910 the figures ran 
to $4 per square foot, and this for the heaviest work with paving, 
etc., complete. 

Sometimes the approx cost is given by profile area, as it naturally 
varies with the height. In two cases cited in “Bridge Engineering” 
this ran to $2.16 and $2 20 per square foot, but both examples are 
from European bridges, and lower than would ordinarily be the case 
here, although a Burmah bridge was built by Americans at $75 per 
ton, while the lowest bid from Europe ran to $130. 

Solid Concrete. “The Walnut Lane bridge of Philadelphia has 
a clear span of 233 ft. The total length is 585 ft, by 60 wide. The 
cost, $7.40 sq ft of roadway. The height is 147 ft above the 
river. 

“A Connecticut Avenue bridge in Washington is 120 ft above the 
valley, has five semi-circular arches of 150-ft span, and two of 82. 
The total length is 1341 ft. The false work cost $50,000, on which 
there was a salvage of $15,000. The framing of the false Work cost 
$9 per M. The molded cement blocks cost $15 per cu yd. The 


RAILROAD FIGURES 


181 


whole bridge cost $850, 000, equal to $639 per lin ft or $12.30 per 
square foot of surface. 

Reinforced Concrete bridges naturally vary greatly in price accord¬ 
ing to purpose, profile, etc. A light bridge across a small ravine in a 
park does not belong in the same class as one for railroad traffic. For 
pedestrians a light park bridge may be built for $1.50 per square foot 
of roadway. Several river bridges built from 1902 to 1905 with seven 
spans cost about $2 per square foot. A bridge at Dallas, Texas 
5106 ft long,with 51 arches cost $2.10 per square foot of roadway. 
A figure of $2.50 per square foot ought to cover this class of bridges 
under ordinary conditions. 

Some Concrete Bridges. A concrete bridge 708 ft long was built 
in Cleveland for $210,000, or close to $300 per lin ft. It has one of the 
greatest concrete arches in the world, the span being 280 ft. The 
roadway is 40 ft wide, and on this basis the cost runs to $7.42 per 
square foot. There are two subways 3' 3" X11' 6". It is a 
beautiful structure. 

In 1909 a fine concrete bridge was thrown across the Arkansas 
River at Wichita, Kansas. It is 557 ft long, with a total width of 
56' and a roadway of 40'. The cost was $100,000, or about $180 
per lin ft, $3.21 per square foot of width over all, and $4.48 per 
square foot of roadway width. 

A beautiful iron and concrete bridge was built over the river 
Sitter in Switzerland in 1909. It has a clear span of 255 ft, and a 
total length of 459. It is 230 ft above water level. The bridge proper 
cost only $80,000, but wages are lower there than here. In round 
figures this is at the rate of $175 per lin ft. 

A slab of concrete on ground level makes a cheap bridge. Water 
occasionally runs over the top. In some states this style is popular 
with farmers and taxpayers. A comparison was found when 
certain bids were taken: Steel, $1,400; slab, $400; steel, $3,000; 
slab, $666. 

Wells and Roofs.—Many shop yards have large wells instead of 
a connection to the city supply. Here a detailed figure of one 16 ft. 
inside diameter X24 ft deep is given. 

Allowing the stone walls 16" thick, the total distance over them 
is 18' 8". The nearest figure in the table of areas on page 586 is 18' 
9". This is close enough. The area in even figures is 276 sq ft, 
which multiplied by 24 gives a little over 245 cu yds. The unit price 
for excavation has to depend upon the local rate of wages, and the 
character of the soil. At a certain depth down mud might be 
reached instead of solid earth, and pumping be necessary. All 
that can be done is to use an average figure, say, in this case, of 
$1.25. 

For the stone, the outside circumterence is 58' 8", which multiplied 


182 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


by the depth of 24 ft, and the thickness of 16" = close to 70 cu yd. 
Around the top of most such wells the circle is squared to below the 
frost line to provide a base for a roof. At 18" above ground, and 
3' 6" below to fill out from the circle, an extra allowance of 8 c’u yds is 
necessary. 


Excavation, 245 yd at $1.25. $306.25 

Stonework in cement mortar, 78 yd at $7. 546.00 

Roof and level floor under. 80.00 

Iron ladder. 24.00 

Painting. 10.00 

Contractor’s profit, 10%. 97.00 


$1063,25 

No pumping machinery or piping. No allowance for cost of 
drawings. This is at the rate of $44 for each ft of depth. But some 
wells are only half of that depth— and in the Standard on Measure¬ 
ment we see that the Chicago rules allow four times the actual con¬ 
tents for depth between 20 and 25 ft; but only two and a half times 
between 10 and 15 ft. The masonry is also easier laid. 

On another well 17 ft inside diameter, of the same depth and unit 
figures, the total is $1139. Per ft of depth, $47.50. Taken on the 
basis of the relative sq of diams—256 and 289—the figure would be 
$1200; in proportion to the circumference of a 16 ft and a 17 ft 
internal size—50.2 and 53.4—the figure is $1131. 

On a 12 ft internal diam X24 deep with unit figures, etc., as above,' 
the total is: 


Excavation, 152 cu yds at $1.25. $190.00 

Stonework, 62 yd at $7. 434.00 

Roof, etc. 60.00 

Iron ladder.,. 24.00 

Painting. 8.00 

Contractor’s profit, 10%.. • 72.00 


$788.00 

The cost per ft of depth is $32.82. Using the sq of the diam, and 
reducing in the proportion of 6 to 12—256 and 144—the total is 
$598; in proportion to the circumference of a 16 and a 12 ft—50.2 
and 37.7—the figure is about $800. 

Tanks and Towers 

The following tables of cost are from the catalog of the W. E. 
Caldwell Co., Louisville, Ky. They are naturally approximate, 
as local conditions differ in many ways. They are priced f.o.b 
















RAILROAD FIGURES 


183 


knock down at factory, and freight and erection must be added, 
as well as foundation. A barrel throughout is figured at 31^ gal. 

Heavy Steel Tanks and Covers 


(For storage of water, oil, turpentine, etc.) 


Gallons 

Diameter 

Height 

1923 Net 
Price. Tank 

1923 Net 
Price. Cover 

1,000 

6 feet 

5 feet 

$42.00 

$11.10 

2,000 

7 feet 

7 feet 

65.40 

15.12 

3,000 

8 feet 

8 feet 

84.55 

15.72 

4,500 

10 feet 

8 feet 

109.75 

22.26 

7,000 

10 feet 

12 feet 

149.00 

22.26 

10,000 

12 feet 

12 feet 

223.15 

36.72 

15,000 

14 feet 

14 feet 

296.65 

48.54 

20,000 

16 feet 

14 feet 

349.65 

92.52 

26,000 

18 feet 

14 feet 

520.80 

112.26 

30,000 

18 feet 

16 feet 

573.85 

112.26 

40,000 

20 feet 

18 feet 

822.15 

207.90 

50,000 

22 feet 

18 feet 

936.10 

254.10 

60,000 

24 feet 

18 feet 

1,053.15 

347.82 

65,000 

24 feet 

20 feet 

1,146.60 

347.82 

80,000 

24 feet 

24 feet 

1,321.95 

347.82 

100,000 

26 feet 

26 feet 

1,530.90 

403.92 


The smaller sizes of tanks are built of f-inch steel; the inter¬ 
mediate sizes of j^-inch and |-inch, and the larger sizes of j-inch 
and i^-inch 

Galvanized Steel Tanks 


Galvanized round storage tanks 


Diameter, 

Feet 

Height, 

Feet 

Capacity, 

Gallons 

Price Net, 1923 


2^ 

78 

$ 7.00 

3 

3 

157 

11.50 

4 

4 

338 

16.50 

4 

5 

423 

19.00 

5 

5 

675 

25.50 

6 

5 

1,000 

30.00 

6 

8 

1,600 

49.00 

8 

6 

2,400 

56.00 

10 

8 

4,500 

95.00 

12 

12 

10,000 

165.00 

14 

14 

15,000 

195.00 

16 

14 

20,000 

215.00 

16 

16 

23,000 

245.00 






















184 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


These capacities are, however, not meant to be absolutely exact 
but reasonably close. 

Prices do not include covers. 

List prices of all tanks are based on No. 20 Gauge. For tanks 6 
ft diam, 6 ft high, to 8 ft diam, 8 ft high, inclusive, we recommend 
No. 18 Gauge; for tanks 10 ft diam, 8 ft high, and 10 ft diam, 10 ft 
high, No. 16 Gauge; for tanks 12 ft diam, 10 ft high, and 12 ft diam, 
12 ft high, No. 14 Gauge. Larger tanks, No. 12 and No. 10 Gauge. 
No. 18 Gauge increases the price 30 per cent; No. 16, 60 per cent; 
No. 14, 90 per cent; No. 12, 140 per cent; No. 10, 200 per cent. 

Rectangular Tanks cost a little more than the above round ones, 
and square ended rectangular cost more than round ended. 

The following prices are for the steel towers only, and do not 
thus include tank. The panels are all cross braced with turn 
buckle rods. An iron ladder is supplied, also the wood base for 
the tank to rest on. 


Gravity Tanks to Suit Insurance Requirements 

These prices are for tanks built to suit the requirements of either 
the Factory Mutual Insurance Companies or any of the Stock 
Companies. Such tanks are required to be built of a certain size 
for a given capacity and to be provided with round iron (not steel) 
hoops of a specified number and size. They must be constructed 
of 2 \" material if of 20,000 gal or less, and of 3" for larger sizes. 

If furnished complete, the tanks must be provided with a shin¬ 
gled conical roof covered with shingles, ruberoid or metal, and an 
inside flat cover for frost proofing, together with an indicator or 
tank register, an inside wooden ladder, an outside iron ladder ex¬ 
tending 3 ft above tank with ends curved over, and sub-joists or 
bed pieces for the support of the bottom tank. 

Towers are not included, as these tanks quite often rest on the 
top of brick walls clear of the roof. 


RAILROAD FIGURES 


185 


NOT GALVANIZED: PRICES NET, 1923 

PRICES OF FOUR AND TWELVE COLUMN TUBULAR COLUMN STEEL 


TOWERS 


Four-column Type 


For 2,000 to 3,000 gallon tanks, not 

over 8 ft 0 in diameter, or 7 ft G in. deep, 
inside measurements 

For 15,000 to 20,000 gallon tanks, not 
over 16 ft 0 in diameter, or 15 ft 6 in 
deep, inside measurements 

Hgt. 

in 

feet 

Weight, 

pounds 

Price with 
timber 
founda¬ 
tions un¬ 
der tank 

Estimated 
cost of 
founda¬ 
tions in 
ground 

Hgt. 

in 

feet 

Weight, 

pounds 

Price with 
timber 
founda¬ 
tions un¬ 
der tank 

Estimated 
cost of 
founda¬ 
tions in 
ground 

15 

2,226 

$95.75 

$20.00 





20 

2,756 

129.80 

20.00 

20 

10,281 

$397.25 

$50.00 

39 

3,714 

198.60 

20.00 

39 

13,165 

583.25 

50.00 

63 

5,436 

315.45 

20.00 

63 

18,296 

901.85 

50.00 

75 

6,361 

378.25 

20.00 

75 

21,086 

1,069.40 

50.00 

For 7,000 to 10,000 gallon tanks, net 
over 12 ft 6 in diameter, or 13 ft 6 in 
deep, inside measurements 

For 20,000 to 30,000 gallon tanks, not 
over 18 ft 0 in diameter, or 17 ft 6 in 
deep, inside measurements 

15 

4,935 

$180.75 

$32.50 

15 

10,515 

$364.25 

$60.00 

27 

6,414 

9,712 

272.80 

32.50 

27 

13,083 

582.55 

60.00 

51 

475.90 

32.50 

51 

18,677 

882.15 

60.00 

75 

13,507 

704.80 

32.50 

75 

24,939 

1,268.50 

60.00 


Extra with I-beam caps, $70 

Extra with all I-beam and wood dun¬ 
nage, $166 


Twelve-column Type 


For 40,000 to 50,000 gallon tanks, not 
over 22 ft 0 in diameter, or 19 ft 6 in 
deep, inside measurements 

For 65,000 to 80,000 gallon tanks, not 
over 24 ft 0 in diameter, or 23 ft 6 in 
deep, inside measurements 

27 

39 

51 

63 

75 

87 

100 

20.700 

25.700 
30,825 
36,075 
41,430 
46,925 
52,525 

$ 851.25 
1,140.40 
1,435.30 
1,737.00 
2,044.65 
2,359.05 
2,680.15 

$110.00 

27 

39 

51 

63 

75 

87 

100 

28,750 

36,000 

43.400 
51,000 
58,650 

66.400 
74,500 

$1,256.05 

1,673.95 

2,119.75 

2,572.30 

3,034.85 

3,501.40 

3,980.50 

$132.00 

Extra with I-beam caps, $52 

Extra with all I-beams and wood 
dunnage, $182 

Extra with I-beam caps, $110 

Extra with all I-beams and wood 
dunnage, $280 

For 50,000 to 65,000 gallon tanks, not 
over 24 ft 0 in diameter, or 19 ft 6 m 
deep, inside measurements 

For 50,000 to 65,000 gallon tanks, not 
over 24 in 0 ft diameter, or 19 ft 6 in 
deep, inside measurements 

27 

39 

51 

63 

26,360 

32,760 

39,300 

46,000 

$1,090.80 

1,462.70 

1,842.05 

2,228.85 

$132.00 

75 

87 

100 

52.800 

59.800 
67,000 

$2,623.75 

3,026.30 

3,437.80 

$132.00 


Extra with I-beam caps, $02 

Extra with all I-beam and wood dunnage, $212 



























































186 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Net Prices, 1923, All-wooden Towers (No Tank) 

Class A. Estimated Foundations, $20 


Height 

in 

feet 

Capacities 
of tanks 
towers will 
support 

Shipping 
weight iron 
work, 
pounds 

Cost iron 
work 

Shipping 
weight tower 
complete, 
pounds 

• Cost of 
tower 
complete 

15 

2,000 

412 

$32.56 

3,244 

$85.57 

39 

to 

646 

54.66 

6,070 

157.22 

63 

3,000 

920 

77.38 

9,889 

247.65 

75 

gallons 

1,082 

91.08 

12,206 

302.67 


Class C. Estimated Foundations, $33 


15 

7,000 

572 

44.91 

5,945 

145.38 

39 

to 

908 

73.31 

10,211 

249.10 

63 

10,000 

gallons 

• 1,331 

110.89 

15,611 

382.08 

75 

1,561 

130.41 

18,481 

452.20 


Class E. Estimated Foundations, $50 


15 

15,000 

796 

62.28 

9,568 

227.18 

39 

to 

1,197 

98.43 

15,912 

377.23 

63 

20,000 

1,768 

140.18 

23,620 

555.78 

75 

gallons 

1,925 

165.26 

27,965 

655.38 


Class F. Estimated Foundations, $60 


15 

20,000 

988 

76.96 

13,053 

306.63 

27 

to 

1,213 

95.70 

17,085 

398.35 

51 

25,000 

1,806 

148.15 

26,576 

621.35 

75 

gallons 

2,484 

206.48 

37,590 

877.75 

































RAILROAD FIGURES 


187 


List Prices of Round Tanks 
Multiply prices by 2 for 1923 


(These prices and weights are for 2-in tanks) 


Gallons 

Inside bottom 
diameter, 
ft in 

Inside 
depth, 
ft in 

Shipping 

weight, 

lbs 

Price complete, 
riveted 
Hoops 

74 

3. 

0 

1.5 

146 

$ 6.57 

211 

3. 

0 

4.0 

281 

12.65 

133 

4. 

0 

1.5 

209 

8.95 

413 

4. 

0 

4.5 

423 

18.10 

209 

5. 

0 

1.5 

276 

11.17 

501 

5 

0 

3.5 

445 

18.02 

794 

5 

0 

5.5 

596 

24.24 

317 

6 

0 

1.5 

355 

13.58 

632 

6 

0 

3.0 

507 

19.43 

845 

6 

0 

4.0 

614 

23.58 

1,356 

6 

0 

6.5f 

877 

33.77 

1,989 

6 

0 

9.5 

1,191 

45.92 

'972 

6 

6 

1.5 

396 

15.14 

741 

6 

.6 

3.0 

562 

21.53 

993 

6 

.6 

4.0 

677 

25.98 

2,088 

6 

.6 

8.5 

1,181 

45.42 

2,336 

6 

.6 

9.5 

1,306 

50.33 

431 

7 

.0 

1.5 

446 

17.07 

863 

7 

.0 

3.0 

614 

23.51 

1,151 

7 

.0 

4.0 

741 

28.47 

2,711 

7 

.0 

9.5 

1,407 

54.32 

495 

7 

.6 

1.5 

492 

18.83 

990 

7 

.6 

3.0 

672 

25.71 

1,322 

7 

.6 

4.0 

810 

31.11 

3,110 

7 

.6 

9.5 

1,528 

58.97 

563 

8 

.0 

1.5 

552 

21.18 

1,127 

8 

.0 

3.0 

754 

29.04 

2,406 

8 

.0 

6.5 

1,248 

48.18 

4,281 

8 

.0 

11.5 

1,924 

74.22 

637 

8 

.6 

1.5 

615 

23.58 

1,273 

8 

.6 

3.0 

825 

31.68 

2,723 

8 

.6 

6.5 

1,314 

50.52 

3,148 

8 

.6 

7.5 

1,462 

56.28 

4,844 

8 

.6 

11.5 

2,053 

79.19 

1,900 

9 

.0 

4.0 

1,035 

39.84 

4,000 

9 

.0 

8.5 

1,711 

65.94 

5,429 

9 

.0 

11.5 

2,179 

84.11 

2,120 

9 

.6 

4.0 

1,134 

43.56 

4,500 

9 

.6 

8.5 

1,859 

71.64 

6,100 

9 

.6 

11.5 

2,348 

90.57 
















188 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


List Prices of Round Tanks— Continued 


Gallons 

Inside bottom 
diameter, 
ft in 

Inside 
depth, 
ft in 

Shipping 

weight, 

lbs 

Price complete, 
riveted 
Hoops 

3,182 

10.0 

5.5 

1,454 

$ 55.92 

5,532 

10.0 

9.5 

2,158 

83.22 

7,880 

10.0 

13.5 

2,873 

110.79 

4,561 

11.0 

6.5 

1,877 

72.30 

6,694 

11.0 

9.5 

2,438 

94.04 

5,428 

12.0 

6.5 

2,065 

80.16 

9,658 

12.0 

11.5 

3,091 

119.02 

13,042 

12.0 

15.5 

4,046 

157.11 

8,644 

12.6 

9.5 

2,865 

110.46 

10,481 

12.6 

11.5 

3,279 

126.48 

14,153 

12.6 

15.5 

4,246 

164.70 

5,378 

13.0 

5.5 

2,138 

82.44 

9,349 

13.0 

9.5 

3,045 

117.78 

11,333 

13.0 

11.6 

3,481 

134.64 

5,800 

13.6 

5.5 

2,187 

84.30 

12,220 

13 . 6 - 

11.5 

3,580 

138.54 

6,237 

14.0 

5.5 

2,262 

87.00 

16,600 

14.0 

15.5 

4,807 

168.68 

6,691 

14.6 

5.5 

2,452 

94.20 

16,573 

14.6 

13.5 

4,532 

175.56 

7,160 

15.0 

5.5 

2,530 

97.08 

11,126 

15.0 

8.5 

3,386 

130.86 

17,735 

15.0 

13.5 

4,730 

183.36 

7,645 

15.6 

5.5 

2,599 

99.79 

11,880 

15.6 

8.5 

3,476 

134.40 

18,937 

15.6 

13.5 

4,840 

187.80 

8,147 

16.0 

5.5 

2,686 

103.08 

12,659 

16.0 

8.5 

3,604 

139.80 

20,179 

16.0 

13.5 

5,080 

197.46 

29,203 

16.0 

19.5 

6,966 

272.19 

9,197 

17.0 

5.5 

2,956 

113.64 

12,592 

17.0 

7.5 

3,627 

140.22 

19,384 

17.0 

11.5 

4,865 

188.88 

29,431 

17.0 

17.4 

6,942 

271.62 

10,312 

18.0 

5.5 

3,372 

130.50 

25,378 

18.0 

13.4 

6,041 

235.26 

29,184 

18.0 

15.4 

6,750 

263.34 

36,796 

18.0 

19.5 

8,203 

321.02 

10,891 

18.6 

5.5 

3,580 

138.36 

18,934 

18.6 

9.5 

4,913 

190.62 

34,846 

18.6 

17.4 

7,754 

303.00 











RAILROAD FIGURES 


189 


List Prices of Round Tanks— Continued 


Gallons 

Inside bottom 
diameter, 
ft in 

Inside 
depth, 
ft in 

Shipping 

weight, 

lbs 

Price complete, 
riveted, 
Hoops 

11,488 

19.0 

5.5 

3,780 

$146.58 

17,852 

19.0 

8.5 

4,830 

187.80 

24,212 

19.0 

11.5 

5,890 

229.50 

32,520 

19.0 

15.4 

7,366 

287.82 

12,729 

20.0 

5.5 

4,036 

157.02 

19,779 

20.0 

8.5 

5,072 

197.34 

26,830 

20.0 

11.5 

6,160 

240.00 

36,035 

20.0 

15.4 

7,734 

302.40 

45,435 

20.0 

19.4 

9,281 

362.46 


Note. These prices on all tanks up to and including 20 ft in diameter are 
based on 2-in thick material; all tanks 22 ft in diameter and over are based on 
2|- and 3-in thick material. All tanks above 20,000 gallons capacity are ordi¬ 
narily made of thicker material than 2-in. 

The following prices are for 3-in tanks: 


15,402 

22.0 

5.4 

7,773 

$294.36 

18,246 

22.0 

6.4 

8,496 

320.28 

21,090 

22.0 

7.4 

9,279 

348.71 

23,933 

22.0 

8.4 

9,953 

379.72 

26,777 

22.0 

9.4 

10,579 

409.28 

32,464 

11.4 

22.0 

11,956 

445.26 

37,914 

22.0 

13.4 

13,329 

494.04 

43,601 

22.0 

15.4 

14,878 

550.02 

49,289 

22.0 

17.4 

16,773 

630.00 

54,976 

22.0 

19.4 

18,628 

712.69 

60,663 

22.0 

21.4 

20,120 

784.24 

45,121 

24.0 

13.4 

15,002 

563.23 

51,889 

24.0 

15.4 

16,776 

627.55 

58,657 

24.0 

17.4 

18,582 

706.10 

65,426 

24.0 

19.4 

20,590 

796.13 

72,194 

24.0 

21.4 

22,207 

874.10 

78,962 

24.0 

23.4 

23,926 

958.37 

60,897 

26.0 

15.4 

18,904 

705.61 

68,840 

26.0 

17.4 

21,213 

800.11 

76,784 

26.0 

19.4 

23,261 

890.12 

84^727 

26.0 

21.4 

25,060 

973.66 

92,761 

26.0 

23.4 

27,031 

1,067.92 

70*627 

28.0 

15.4 

21,997 

829.63 

79,840 

28.0 

17.4 

24,130 

921.76 

89,052 

28.0 

19.4 

26,212 

1,014.96 

98,264 

28.0 

21.4 

28,133 

1,105.98 

107,476 

28.0 

23.4 

30,149 

1,203.22 

81,077 

30.0 

15.4 

23,916 

915.73 

9R653 

30.0 

17.4 

26,137 

966.54 

102,228 

30.0 

19.4 

28,408 

1,114.16 

112,803 

30.0 

21.4 

30,555 

1,214.44 

123,379 

30.0 

23.4 

32,670 

1,317.92 






















190 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Tank with Plain^Conical 
Cover, Cypress Shingles, Flat 
Cover, Ladders, Indicator and 
Dunnage. 

Diameter 

Inside 

Inside 

Depth 

Shipping 

Weight 

Price 

Complete 

1 

Gallons. 

Ft. In. 

Ft. In. 

Lbs. 

5,000 

10.0 

11.4 

5,451 

$ 245.86 

7,500 

11.6 

11.4 

6,819 

291.53 

10,000 

12.6 

13.4 

8,236 

355.86 

12,000 

13.6 

13.4 

9,259 

390.01 

15,000 

14.0 

15.4 

10,615 

453.41 

20,000 

16.0 

15.4 

12,589 

535.24 

25,000 

16.0 

17.4 

15,494 

726.44 

30,000 

18.0 

17.4 

18,193 

809.83 

40,000 

19.6 

19.4 

22,212 

1,031.79 

50,000 

22.0 

19.4 

26,451 

1,226.20 

60,000 

24.0 

19.4 

30,936 

1,441.46 

75,000 

24.0 

23.4 

36,956 

1,850.72 

100,000 

28.0 

23.4 

47,380 

2,374.72 


Key to Price List of Round Wooden Tanks 

List Prices are for round tanks without a top head or cover. They 
are based on 2" material for tanks up to and including 20' 0" in 
diam, and for 3" above that. 

Thickness of cypress tanks furnished is 1|, 2, 2 \ and 3". Of 
white pine and poplar thickness is 2", and tanks of these woods are 
supplied over 16" in diam. 

Of yellow pine thickness is 2, 3, 4, 5, 6 and 8". 

We recommend 1£" cypress for tanks as large as 8' 0" in diam 
and 8' 0" high, and it is often used in much larger tanks. 2" mate¬ 
rial is used right along in tanks 16 and 18' in diam, and sometimes 
20'. We advise 2§", however, for 17 to 20' diam, and for larger sizes. 

Shipping Weights for tanks 20' in diam and less are based on 2" 
material for either cypress, poplar, fir or white pine. 1^" cypress 
tanks weigh about 20 per cent less; 2 \ and 3" about 40 per cent and 
60 per cent more respectively. 

Yellow pine tanks weigh about 40 per cent more than cypress. 

For 1923. Wood tank, 200,00 gals., $14,500; steel, $18,500 erected. Founda¬ 
tion extra, $4,000. 

















RAILROAD FIGURES 


191 


List Prices of Round Tanks 

(Cypress, White Pine, Yellow Pine, Fir and Poplar) 


Number 

Gallons 

Inside 

Diameter 

Inside 

Depth 

Shipping 

Weight 

Lbs. 

Price 

Louisville 

Ft. In. 

Ft. In. 

1 

127 

3.0 

! 

2.5 

199 

$11.12 

2 

158 

(l 

3.0 

. 221 

12.38 

3 

180 


3.5 

251 

14.04 

4 

174 

3.0 

2.5 

234 

13.08 

5 

216 


3.0 

260 

14.58 

6 

246 

44 

3.5 

295 

16.48 

7 

226 

4.0 

2.5 

274 

14.70 

8 

281 


3.0 

304 

16.34 

9 

321 


3.5 

344 

18.46 

10 

413 


4.5 

404 

21.76 

11 

288 

4.0 

2.5 

314 

16.90 

12 

357 


3.0 

346 

18.66 

13 

407 

44 

3.5 

392 

21.04 

14 

526 

it 

4.5 

458 

24.66 

15 

501 

5.0 

3.5 

443 

22.86 

10 

5S7 


4.0 

479 

24.74 

17 

648 

44 

4.5 

521 

26.90 

18 

794 

44 

5.5 

608 

31.32 

19 

317 

6.0 

1.5 

357 

17.68 

20 

422 

44 

2.0 

417 

20.60 

21 

527 

44 

2.5 

461 

22.80 

22 

720 

44 

3.5 

562 

27.82 

23 

845 


4.0 

606 

30.02 

24 

934 


4.5 

658 

32.54 

25 

1,145 


5.5 

76S 

37.92 

26 

1,356 


6.5 

872 

43.04 

27 

1,567 

44 

7.5 

980 

48.34 

28 

1,778 

44 

8.5 

1,068 

52.74 

29 

1,989 

44 

9.5 

1,176 

58.08 

30 

1,096 

6.6 

4.5 

721 

35.64 

31 

1,344 

44 

5 . 5 

839 

41.44 

32 

*1,592 

4# 

6.5 

950 

46.90 

33 

1,840 

4 • 

7.5 

1,069 

52.72 

34 

2,088 

4* * 

8.5 

1,163 

57.42 

35 

2,336 


9.5 

1,381 

63.22 

36 

1,271 

7.0 

4.5 

790 

39.06 

37 

1.659 

“ 

5.5 

917 

45.24 

38 

1,847 

44 

6.5 

1,042 

51.40 

39 

2,135 

44 

7.5 

1,162 

57.30 

40 

2,423 

44 

8.5 

1,271 

62.68 

41 

2,711 

44 

9.5 

1,404 

69.18 

42 

1,790 

7.0 

5.5 

991 

49.00 

43 

* 2,120 

“ 

0.5 

1,128 

55.56 

44 

2,450 


7.5 

1,255 

61.82 

45 

2,780 

7.0 

8.5 

1,371 

67.56 

46 

3,110 

44 

9.5 

1,513 

74.50 

47 

563 

8.0 

1.5 

545 

26.90 

48 

751 


2.0 

613 

30.28 

49’ 

939 

it 

2.5 

669 

33.08 

50 

1,294 

44 

3.5 

815 

40.18 

51 

1,656 

44 

4.5 

938 

46.30 

52 

2,031 

44 

5.5 

1,082 

53.28 


Sizes printed in black type are the standard sizes for the capacity mentioned. 

* Sizes marked with a star preceding are the standard sizes used with towers. 

















192 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


List Prices of Round Tanks— Continued 


Number 

Gallons 

Inside 

Diameter 

Inside 

Depth 

Shipping 

Weight 

Lbs. 

Price 

Louisville 

Ft. In. 

Ft. In. 

53 

2,406 

8.0 

6.5 

1,217 

$59.96 

54 

*2.781 

i i 

7 . 5 

1,361 

66.96 

55 

3.156 

ii 

8.5 

1,490 

73.30 

56 

3,531 

ii 

9.5 

1.669 

81.90 

57 

4,281 

a 

11.5 

1,971 

96.56 

58 

2,299 

8.6 

5.5 

1,163 

57.28 

59 

2,723 

ii 

6.5 

1,306 

64.30 

60 

3,148 

ii 

7.5 

1,459 

71,76 

61 

3,o72 

ii 

8.5 

1,597 

78.56 

62 

3.696 

ii 

9.5 

1,784 

87.48 

63 

4,844 

ii 

11.5 

2,106 

103.10 

64 

2,577 

9.0 

5.5 

1,259 

61.92 

65 

3,053 

ii 

6.5 

1,420 

69.74 

66 

3,529 

ii 

7.5 

1,580 

77.56 

67 

4,004 

ii 

8.5 

1.727 

84.80 

68 

4,479 

ii 

9.5 

1.865 

93.36 

69 

5,429 

ii 

11.5 

2,242 

109.72 

70 

881 

10.0 

1.5 

758 

37.40 

71 

1.175 

ii 

2.0 

862 

42.44 

72 

1,468 

ii 

2.5 

934 

46.04 

73 

2,006 

a 

3.5 

1,113 

54.70 

74 

2,592 

a 

4.5 

1,255 

61.80 

75 

3,182 

a 

y 5 . 5 

1,450 

71.26 

76 

3,770 

a 

6.5 

1,631 

80.02 

77 

4,357 

a 

7.5 

1,809 

88.64 

78 

4,945 

a 

8.5 

1,969 

96.56 

79 

*5,532 

a 

9.5 

2.165 

106.00 

80 

6,706 

a 

11.5 

2.539 

124.08 

81 

7,880 

a 

13.5 

2,897 

141.50 

82 

6,100 

10.6 

9.5 

2,290 

112.08 

83 

1.269 

12.0 

1.5 

1,004 

49.66 

84 

1,692 

ii 

2.0 

1,133 

55.88 

85 

2,115 

ii 

2.5 

1,217 

60.08 

86 

2,891 

ii 

3.5 

1,431 

70.50 

87 

3,737 

ii 

4.5 

1,623 

80.00 

88 

4,582 

ii 

5.5 

1,837 

90.44 

89 

5,428 

ii 

6.5 

2,050 

100.86 

90 

6.274 

ii 

7.5 

2,284 

112.24 

91 

7.110 

ii 

8.5 

2,479 

121.76 

92 

7.956 

ii 

9.5 

2.715 

133.16 

93 

9,658 

ii 

11 .5 

3,164 

154.96 

94 

11,350 

ii 

13.5 

3,637 

177.84 

95 

13,042 

i i 

15.5 

4,154 

202.62 

96 

7.726 

12.6 

8.5 

2,602 

127.78 

97 

8,644 

i i 

9.5 

2,844 

139.68 

98 

*10.481 

ii 

11.5 

3,316 

162.38 

99 

12,317 

ii 

13.5 

3,717 

186.10 

100 

14,153 

ii 

15.5 

4,345 

211.88 

101 

10,080 

13.6 

9.5 

3,122 

153.04 

102 

12,220 

ii 

11.5 

3,650 

178.52 


Sizes printed in black type are the standard sizes for the capacity mentioned. 
*Sizes marked with a star preceding are the standard sizes used with towers. 
Note. —Tanks 14.0 and 16.0 foot diameter are usually built of 2 inch 
material and often 18-foot diameter tanks, but 2J4 inch is advised for tanks 
over 16 feet diameter to 20 feet inclusive, and 3 inch for larger sizes. 


















RAILROAD FIGURES 


193 


List Prices of Round Tanks— Continued 


No. 

Gallons 

Bottom 

Diameter 

Inside 

Depth 

Shipping 

Weight 

Lbs. 

Price 
f. o. b. 
Louisville 



Ft. In. 

Ft. In. 

103 

8,540 

14.0 

7.5 

2,766 

$135.74 

104 

9,691 

ii 

8.5 

2,990 

146.78 

105 

10,843 

ii 

9.5 

3,264 

159.96 

106 

13,146 

ii 

11.5 

S,835 

187.38 

107 

*15.449 

a 

13.5 

4,382 

213.76 

108 

16,600 

a 

15.5 

5,038 

245.18 

109 

11,631 

14.6 

9.5 

3,403 

166.78 

110 

14,102 

ii 

11.5 

3,996 

195.24 

111 

16,573 

ii 

13.5 

4,560 

222.40 

112 

21,761 

15.6 

15.5 

5,705 

277.04 

113 

11,155 

16.0 

7.5 

3,308 

162.12 

114 

12,659 

“ 

8.5 

3,561 

174.56 

115 

14,163 

ii 

9.5 

3,872 

189.54 

116 

17,171 

ii 

11.5 

4,578 

223.10 

117 

*20,179 

ii 

13.5 

5,319 

258.36 

118 

23,187 

. ii 

15.5 

6,062 

293.70 

119 

26,195 

ii 

17.5 

6,827 

329.92 

120 

29,203 

“ 

19.5 

7,661 

369.12 

121 

15,988 

17.0 

9.4 

4,266 

208.26 

122 

19,384 

ii 

11.4 

5,017 

244.10 

123 

22,639 

ii 

13.4 

5,771 

280.00 

124 

*26,035 


15.4 

6.532 

317.28 

125 

29,431 

ii 

17.4 

7,398 

357.09 

126 

18,924 

18.0 

9.4 

4,672 

228.42 

127 

21,730 

a 

11.4 

5,442 

265.38 

128 

25,378 

a 

13.4 

6,247 

303.92 

129 

29,184 

a 

15.4 

7,128 

346.68 

130 

*32.990 

a 

17.4 

8,050 

389.48 

131 

36,796 

! a 

19.4 

9,126 

439.62 

132 

34,252 

19.6 

15.4 

7,828 

379.60 

133 

38,726 


17.4 

8,927 

431.06 

134 

*43,200 

a 

19.4 

10,023 

482.26 

135 

136 

137 

138 

139 

22,130 

26,830 

31,334 

36,035 

40,725 

20.0 

ii 

ii 

ii 

9.4 

11.4 

13.4 

15.4 

17.4 

5.417 
6,270 
7,230 
8,227 

9.417 

264.40 

305.22 

350.74 

397.82 

453.12 

140 

45,435 

ii 

19.4 

10.558 

506.32 


Sizes printed in black type are the standard sizes ior tne capacity »£ uuuu ^- 
•Sizes marked with a star preceding are the standard sizes used with towels. 






















194 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Wire Fences * 


(Courtesy of J. H. Downs, 39 Cortlandt St., New York) 

Prices given are based on at least 2,000 lin ft of fence. A fair 
idea of cost can be had, and allowances made for special require¬ 
ments. 

Painting. The prices include painting, but for estimates at any 
future period the following figures will serve: 

A good roofing paint should be used, and those who know what 
some roofing paints are will pay particular attention to the word 
“good.” The brush should be about 7 in wide. “ Where the woven 
wire is 84 in high, 1 gal of paint will cover about 80 lin ft, on both 
sides. A man will paint about 300 lin ft one side per day.” 


N umber 

Total cost 
per linear foot 

Erection labor 
per linear foot 

Number 

Total cost 
per linear foot 

Erection labor 
per linear foot 

1 

$1.35 

$0.50 

10 

$1.15 

$0.36 

3 

3.00 

1.50 

13 

1.30 

0.40 

7 

1.65 

0.60 

14 

1.00 

0.30 

8 

1.35 

0.50 

15 

1.30 

0.40 

9 

1.30 

0.40 





Specifications. No. 1 is 99 in high, surrounding the Yale Bowl, 
New Haven. The woven wire is 84 in,' of two 42-in sections, and 
barbed wire on top. Every third post on the curve is s£t in con¬ 
crete. Other posts are anchored with vitrified clay collar. Posts 
are 10 ft apart. 

No. 3 shows heavy non-climbable double gates. 

No. 7 has woven wire 72 in high of No. 9 material with pickets 
If in apart. 

No. 8 shows a double non-climbable fence for State Fair grounds. 

No. 9 is 68 in high, posts 10-ft centers, and barbed wire on top. 

No. 10 is nearly six miles long in all by 75 in high, posts 10-ft 
centers. 

No. 13 is 73 in high, posts 10-ft centers. Straight top. 

No. 14 is from 42 in to 58 in high. 

No. 15 is 92 in high with posts spaced at 8 ft. The fence wire 
weighs 62 lbs per rod. 


* These prices are on basis of 1923. 














CHAPTER IX 


RAILROAD MACHINE FOUNDATIONS 

Workable Basis. The following tables will be of service to many 
who land in trouble when making up preliminary estimates for 
machines. The prices given are high enough to be safe. The 
shipping point and the weight settle the freight total when the rate 
is known. The installation cost per 100 lbs is from the Mid- 
Western Mechanical Valuation Committee, and the rate is based on 
average wages from 1910 to 1914 inclusive. An addition can be 
made for higher rates. See Installation in index. 

It is, of course, much easier to put a machine on its foundation 
in a large shop with a traveling crane than in a small one "with poor 
facilities. But the heaviest machines go only at the terminals 
where cranes are available. 

The Committee says: “The cost recommended by the sub¬ 
committee is the average of the installing costs submitted, and has 
been given the individual approval of the sub-committee.” 

“Costs were gathered from private note books of members of 
engineering companies, and private data of engineers. They are 
only to be used as a guide and special allowances made where 
required. Costs include a charge for use of tools and supervision.” 
(See Chapter II on I. C. C. Work.) 

The installation applies to machine only, and does not include the 
motor. See the Electrical Chapter for the cost of wiring and putting 
motors in place. 

The horsepower of the motors is given. In making up an esti¬ 
mate or valuation it should be remembered that there is a large 
addition to be made for slip-ring motors, as compared with the 
ordinary type. 

The concrete foundation yardage will save a good deal of guessing. 
First of all comes the excavation which may be the same as the 
concrete, or a good deal more. In some hard soils, and with an 
untapered pier without extensions, excavation may be the same as 
concrete; in even hard soils with tapered piers, as for lathes and 
planers, the excavation may run from 25 to 50 per cent more than 
the concrete; and in soft soils with caving in banks it may be twice 
as much. Sheet piling may also be required. 

195 


196 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Concrete. The depth is given usually from the floor line down to 
the bottom of the concrete. - The area of the base is also given, so 
that any addition can be made for extra depth. The area has to 
suit the soil, and thus varies. So far as excavation goes the full 
area of the base has to be allowed, no matter what the depth, but 
with tapered piers the extra cubage, as compared with the concrete, 
comes above the base, assuming that to be wide enough to carry 
the load. For preliminary estimates close figures are not required. 
In the case of a driving-wheel lathe the area is sufficient to carry 
any load, and footing extension is not required, but the entire area 
has to go clear down to a solid bearing. The weight of concrete 
for foundation purposes may.be set at 2 tons per cubic yard. In 
getting at the extra depth, however, it should be remembered that 
for some machines, as driving-wheel lathes and large cylinder 
planers, the concrete begins about a couple of feet below the floor 
level, except for retaining wall. See index for method of estimating 
concrete. Bolts should be allowed extra. The “Atlas” mixture 
for engine foundations is as follows: 

Mixture. Use for the foundation a mixture of 1 part Atlas 
cement, 2 \ parts sand, and 5 parts gravel. Let the concrete harden 
at least a week before the engine is placed on it. “Don’t begin 
using the engine until the concrete is two weeks old.” 

Another authority gives a proportion of 1 cement, 3 sand, and 
7 of stone for machine foundations, by volume, as usual. 

For ordinary work 1, 3, 6 is often used; and 1, 2, 5 for a better 
quality. 

A dense mixture of 1, 2, 4 should be used where water may enter 
any pits. 

Details for Machine Foundations. In general, the manufacturers 
send out a very poor quality of drawings, some of them with brick 
and stone construction in an age that uses cqncrete for this purpose. 
Then the drawing is so filled with wheels and bars and machine 
detail in general that an engineer in the field would have to spend 
too much time over it before getting his bearings. For this reason 
railroads usually have to remake plans for foundation purposes 
only. 

1. The position of the operator should be shown by a small circle 
in both the.main floor plan and the detailed one. Cases have been 
known where the machine was reversed. 

2. Show the main parts of the machine base, at ends and 
sides in a dotted line on the detailed plans, and also mark the 
distance from the edge of the concrete or from the center line. 

3. Bolt centers must be carefully marked as to distance, and 
provision made for adjustment. The conduits for wiring should be 
put in close to the machine, and not as foot traps. 


RAILROAD MACHINE FOUNDATIONS 


197 


4. Some machines get foundations where they are not required. 
An emery grinder weighs about a ton, and has an area of, say, 
9 sq ft. On average soil the bearing power is from 2 to 4 tons. 
At 2, and for this kind of soil, an emery area would support 18 tons. 
Almost the poorest soil holds up \ ton to the square foot, or 4^ 
on an emery base. If a shop floor is half way reasonable it will 
hold an emery, and all small lathes. The vibration for tool grind¬ 
ing is not so very much. 


(Add excavation) 


198 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


a a 


a o 

3 » 

m 


a 

Q ° 


'g'S.-Sg 

§g§-S 

o ° « 

O 


Gc.<N <N M lO ^ 

oooo 


00 00 

(MOt-ICO^ aS=a*°j2|2 


<N 


o 




b G 

o 


© cij" 


g 

c3 

X 


cS 

£ O 

S* 

3 3 

CSCQ 


ogtr, « r Jga 
3 08 £ S_9 a 
^3 - j°2 

=. -j- a/ o5 5 ? o 

111 l-iHl 

333 

CQ 33 CL, g t£Ka. 


g 

ee 

EC 


•OONO^CO 
■ Tt< 00Ot>- ^ 
««HH 


• ^ rf< ^ 10 COrJH 


• Tt<eOf» tJ< 


•10 I OOO-tf 


•»OiOOOCO*OI>Ot» 


Installa¬ 

tion, 

cents 

per 

100 lbs 

0 

0 

•OOOOOOOOOOOCO — 101(30 
(NiO!0®iOiOiOiOiOiOMOCS«MTf 

rHrH o 

>0 

00000010000 

iOiOOJ>0<N<NTt*T^CO 

Price 
per lb, 
cents, 
1923 

CG,-I.-<tJ<iO> 0 0»0 00'3<CO • <N IO t~~ CO--i 

r-< —( 10 rf CO CO CO CO <N »— 1 <M • <N r-i 03 <N CO 

o<Noocooooooo»c • 

03 lO 03 Tf< O »-H H i-l i-l ■ 

c© 


OOOOOOO OOOOOOOOO 
10 OOOOOO .OOOOOOOOO 
co 3.33"^. Tf l®. . -^oo_f^ ooooot^. 

0000 

GO-gO 
00 000 

OOOO 

.0000 . 

■©— 

£ 

>C 0 0 0 O 1 (O 1010 h^Mgl'J 
i-H »—1 — 03 • rH «3 03 — 03 lO 

03 

W5C<fiG|> 

• rji IO 0 • 

•Wl-H'+Tp • 

Size 

.*« ; j $ 35 $ < - 

• ci i ^^coToovu . .thoo 

• °hw(M^tJ|K 5J «DOiA=3 D -OICOO 

0 1 

co «|S ^ 

t ' ^CO 

00 X . 

<N Hr , 0 

90" 

90" 

96", 600T. 
96/600T. 
48', 500T. 


T3T3 

a a 

© a) 

-C O 


g- 
©- 
<J 

« lT =3 


33 

s‘a 
3 M 

c ju 

-w‘2 

t, a 

© o . 
>t: m 


: g 

its 


o g 


© G O G 

3 ‘-Q’S 

g3 o a 

B«t s 

X S § M 
_ w 3 a. 

2 c g^-g 


- 3 


— GO 

>i3 

c g o: 

«z\ 


- - 3 c 
' ‘ §3 ao 2 : 
WpqpqfQO 


• ^ -r^J o 

. a> . e-h 

• 

l.s^arj s 

M ;>, g 3 a 

gS.s|-s^ 

IBIS'S" 

05.3 01 53 0) so 
v b"d g b a 

b! C-.pB.S- - 

G © >> O O G 





















































Machine Data— Continued 


RAILROAD MACHINE FOUNDATIONS 


199 


Motor 
h p 

iQicoooMHiNMnio io © i—i io toio 

'-‘’-I'-l 1-HCO 

Shipping 

point 

Hamilton, 0. 

Ridgeway, Pa. 

Cincinnati 

Aurora, Ill. 

Cincinnati 

Buffalo 

Ridgeway, Pa. 

Buffalo 

Philadelphia 

Worcester, Mass. 

Providence, R. I. 

Grand Rapids 

Buffalo 

Chambersb’g Pa. 

Chambersb’g. Pa, 

Plainfield, N. J. 

| Area 
of 

base, 
sq ft 

Cl f-O ^ .T* • •© • . • -Tt<00 ... . • O 1C 

Depth, 

founda¬ 

tion, 

ft 

CCtJ<iOCOCO .rt< • • | • • . • rfMM ... ’ . in 

CO > _ ‘_^ 

Concrete, 
cu yds 
founda¬ 
tion 

O . O 

0*_i £ „© 

-«■*« . . • 

lor^ooco*^.(N • co • • • -nw • • • -r 

. ...^aQoc^ 

. . . . «f>i M © .O 

<N M <C 

Installa¬ 

tion, 

cents 

per 

100 lbs 

60 to 75 
60 to 75 
60 to 75 
60 to 75 
60 to 75 
60*to 75 
100to 125 
100to 125 
100to 125 
100to 125 
100 

35 

35 

35 

‘46’ 

40 

100 

100 

100 

100 

25 to 40 

25 to 40 
35 

35 

i 

Price 
per lb, 
cents, 
1923 

—<:*2©<Ne^iO<Nt^©OiOiCCOC<IOCO(rC<NT-l©©CO<M© C3 •°° 

NNHMN^NHrtNWHHHHHHTjlCOCOt>niC ■ <N 

Weight, 

lbs 

oocooooooo»oooooooooooooo ooo 

000iCiC00U300r-*C—IOOOOOOOOOCC oooo 

iO)(NOOOHC'IHOCOOiOO>a)COCCO ooo 

00 O ‘C ^ TjT CO 1-1 <N ci or i-T HIOUJ CO ©"in © cOadoi 

T—H i-H H i“H (M <N <N <N 

Size 

co 

„ . O, a ® a, 03 

V V . . . v i **_! W . . . O ft CO Q 

V ^ ^ ^ ^ -I«(N-^INCC • • —'HIM 

-tfnOCDCOO<N<N<NCOCO • . • • • •© OVV 

• • • ©© ocooo • • •© 

: : : £§Zx : : :-i *®43! 

T-((N 00 rH 

Description 

Drill, radial, semi-univ. 

“ “ (and pit 1* yd). 

“ “ (no pit). 

“ “ (no pit). 

“ “ Morris. 

‘ * upright. 

Emery grinder and motor. 

Forge, blacksmith’s. 

‘ ‘ rivet. 

Flanging clamp. 

Foot sq. shears, Hercules. 

Feed water heater. 

Grinder, univ. tool ancl motor, Seller’s 

Grinder. 

‘ ‘ diamond, heavy face. 

“ univ. and tool, B.&S. (motor) 

“ drill, Yankee. 

Hack saw. 

Hammer, steam. 

Hammer, steam.. 

Lathe. 

‘ * 3-gear. 


























































Machine Data— Continued 


200 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Motor 
h p 

'♦'CM 

U5iOU500MiCO««NONNNO'aOCOiOiOOO m ^OOOiOiO 

CM 

Shipping 

point 

Plainfield, N. J. 

Cincinnati 

Chicago 

Springfield, Vt. 

Madison, Wixs. 

Bridgeport, Conn. 

Cincinnati 

Philadelphia 

Cleveland 

Philadelphia 

Providence, R. I. 

Plainfield, N. J. 

Cincinnati 

Hamilton, 0. 

Area 

of 

base, 
sq ft 

©OOP-.O© -(NIC -00 00© -00000© • O Tf 

©©©CO . CM—I •OO't -CO • CM CM CO • 00 © • CO 

Depth, 

founda¬ 

tion, 

ft 

©■'JiTjl© .CO ^ ^ -©COCO •OO‘COO'^1 • 

Concrete, 
cu yds 
founda¬ 
tion 

t--.*©© . CMCM -tJ<© • -<* -TrCM"* • r-« 00 W? 

Installa¬ 

tion, 

cents 

per 

100 lbs 

©©COO© 

©©©©coco . . . 

101011)1510 o c o o o oocooooo Soo • -©©oo©©© 

CO CO CO CO CO -1^ -m -u © © © © © © © <L 't* • • 00 00 'C -t Tfi 00 

o o o o # C^l • • 

©©©©©© & 

Price 
per lb, 
cents, 
1923 

050 • ©©©©— lt^—iC0C0©©'*-'}<CM •00C000t'-O©00©© -00 00 

CM CO • COCO©©'^OC©©COCO'<}<©'*© •NCUNOiCHHNn • CO — I 

Weight, 

lbs 

©©©0©0©©©©©0©©00©©©©0©©©©©0©0© 

SOO(NO(N®OONOOONOOOiOOHOOCOOOOOOOO 

I-J_ © © ©©©_©© l> t^© © t* © O O © © CM CO © © © rH GC CM © 01^0 

©00© CO ©COCOMi-J’ei-'t ■^“©1-H CO©l>rt«rcO©©©od tirin' 

CM rH CM -< —1 pH CM t> © 00 CO CM CM 

Size 

; ©t*>oo©^ 

HIM ^ v ; ©CMCMHrlH a 

05©-*<—ICMOOOCM©©**)-^©© 00 © CM • © W ^ N/ V Vv 

hhhhh i-ih CM CO ; t i ClyN . ..AAAAA^ Av 

V V V V V W W V V V V V't © © V ^ SA • © CM © 00 CM CM © Tfi © 

.~rt©TfTf'n'C0C'lCO 

©©©©©t^©©Tt*©00t CO -W © HnJ - w w V/ w V 1 

OOCOCOCOCM—I—ICM—I — —It* cm rt<© • q A A A A A A) 

CM 00 Hjr O 00 CM CM 

CO ©■'}<•'* Tt< CM CM 

Description 

Lathe, 3-gear . 

* ‘ double gear . 

* ‘ Le Blonde, heavy duty. 

‘ ‘ Lodge & Shipley. 

“ flat turret . 

* * turret, Gisholt. 

4 4 vertical turret, Bullard. 

4 4 full univ. monitor, Dresses . . 

4 4 big bore turret. 

Locomotive boring bar. 

Lucas press . 

Milling machine . 

44 heavy, univ. and motor. . . . 
Planer . 

4 4 Gray. 

Punch and shear . 





























































Machine Data— Continued 


RAILROAD MACHINE FOUNDATIONS 


201 





§ 

Shipping 

point 

Yonkers, N. Y. 

Philadelphia 

Meriden, Conn. 

Area 

of 

base, 
sq ft 

•COlOr* 

•lO<NCO 

<N 

Depth, 

founda¬ 

tion, 

ft 

[ 

• CO CO *0 

Concrete, 
cu yds 
founda¬ 
tion 

1 

•Ohio 
. ^ 

Installa¬ 

tion, 

cents 

per 

100 lbs 

100*010 S 

IN >OCOCO 

Price 
per lb, 
cents, 
1923 

oooor-o co 

<N (M <M Ol T-t 

Weight, 

lbs 

3,200 

25,350 

105,000 

12,800 

150 

Q 

:r- io 

* Q ‘ | Q 

W 

•fc iro £ 




*8.s . 


ss® 

03 u O'J *4 

6 


Xi o 


.S*"oo* 





















CHAPTER X 


GRAIN ELEVATORS 

(1913 = U. S. Base of 100 for Prices in this Chapter) 

In a physical valuation of railroads there are many grain eleva¬ 
tors to be taken care of, and it is quite an undertaking to get at 
the actual cost of reproduction, especially if time is limited. There 
are many types of these structures. The quantities and figures 
given in this chapter belong to the ordinary wood elevator only. 

These figures are given here for a check when estimating other 
buildings of a similar nature, that can not be so detailed on account 
of a lack of plans, physical difficulties in getting below foundations, 
or of reaching in the air, or the impossibility of finding the thick¬ 
ness of cribbing, etc. In such cases even an approximate figure 
is valuable as a check. Multiply quantities by current and local 
prices. 

No. 1 . The ground size is 98'X200', but the cribbing above is 
only 72'X200'. The capacity is 1,000,000 bushels. A dryer 
building, small power-house, and shop are attached. 

Valuation of No. 1 


Grading and excav (no hauling) 7,100 yd, 30j£.$ 2,100.00 

Concrete footings, 1,071 yd, $6.50.\. 6,962.00 

Pier stones, 29,740 cu ft, 30j6. 8,922.00 

Rubble, 3,500 yd, $6. 21,000.00 

Brickwork, $134,000, $12. 1,608.00 

Cut stone. 300.00 

Concrete reservoir, 50,000 gal. 1,500.00 

Brick and pipe tunnels. 850.00 

Steel boot tanks (8). 1,100.00 

Heavy timber, dimension and boards, 1,073,000 ft b m 

$42. 45,066.00 

Cribbing, 1,208,000 b m, $31 . 37,448.00 

Doors and windows, 198 openings, $10. 1,980.00 

Roofing and wall covering, iron, 1,072 sqs, $6. 6,432.00 

Gutters and downspouts. 400.00 


202 
















GRAIN ELEVATORS 


203 


Floors and roof of power-house... 900.00 

Garners, scale hoppers, and leg casings. 2,900.00 

Scales—8 at 1,000 bushels each. 3,300.00 

Distributing spouts, car-spouts, and bin-spouts. 2,900.00 

Passenger elevator and stairs. 800.00 

Office, and heating same. 300.00 

Hardware, blacksmith work, and painting. 900.00 

Power transmission machinery. 13,000.00 

Grain handling and cleaning machinery. 12,000.00 

Dust collecting system. 4,600.00 

Electric wiring and signals. 560.00 

Standpipe, hose, and water barrels. 540.00 

Hale sprinkler system. 820.00 

Journal alarm system. 1,300.00 

Hess dryer, and building.•. 16,000.00 

Workshop and tools. 550.00 

Boilers, (3) 60'X16', and setting. 4,100.00 

Feed pumps (2) and heater. 400.00 

Deep well pump and well. 360.00 

Corliss engine, 18 X 42. 4,400.00 

Automatic engine 8' X10'. 560.00 

Automatic engine, 7' X8'. 400.00 

Standard pump, 16' X 8' X12'. 660.00 

Steam and water piping. 2,400.00 

10 Kilowatt generator and switchboard. 550.00 

Liability insurance for construction. 1,000.00 


$211,868.00 

Contractor’s profit is included. The rate of depreciation on 
such elevators is 3 per cent per annum. A special depreciation of 
$20,000 was allowed on this elevator on account of its leaning out 
of plumb. 


Valuation of No. 2 

In this elevator the ground size contains 29,850 sq ft; the power 
house, 2,840; the stack, 14'X14' at base X165' high; there is a frame 
shop of 800 sq ft; an office with 500 sq ft; a dryer building with 490 
sq ftX50' high; the capacity is 1,500,000 bushels; the cost per 
bushel approx 21^. The sq ft costs are given on page 205. 


Excavation, 6,256 cu yd at 30^.$ 1,877.00 

Piling, 98,400 lin ft, 30j£. 29,520.00 

Concrete footings, 790 cu yd, $6.50. 5,135.00 

Cap stones, 1,200 cu ft, 35^. 420.00 

Pier stones, 68,200 cu ft, 30£. 20,460.00 


































204 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 

Rubble, 526 yd, $6. 3,156.00 

Concrete floors, 800 sq yd, $1.80. 1,440.00 

Power-house. 6,000.00 

Stack. 5,000.00 

Shop and tools. 500.00 

Office building. 600.00 

Vault. 650.00 

Dryer building, dryer and purifier. 13,000.00 

Steel reservoir, 50,000 gal. 1,800.00 

Timber, dimension, boards, spikes, etc., 789,000 ft b m, 

$42. 33,138.00 

Cribbing and spikes, 2,987,000 ft b m, $31. 92,597.00 

Doors and windows. 1,731.00 

Rods, castings, blacksmith work and hardware. 4,000.00 

Roofing and iron covering.•.. 8,850.00 

Gutters and downspouts. 516.00 

Structural and sheet steel. 900.00 

Passenger elevator and Stairs. 1,000.00 

Steam heating. 400.00 

Posts and steel beams for scales. 2,200.00 

Liability insurance for construction. 1,500.00 


$236,390.00 

Equipment 

Steel boot tanks (6).$ 1,800.00 

Garners, scale hoppers, and leg casings. 3,045.00 

1,400 bushel scales (6). 3,000.00 

Spouts. 3,705.00 

Power transmission machinery. 19,932.00 

Grain handling and cleaning machinery. 11,610.00 

Dust collecting system. 3,900.00 

Electric wiring and signals. 715.00 

Standpipe, hose and water barrels. 1,650.00 

Sprinkler system, G. F. E. Co. 10,000.00 

Boilers (4) set, 60" X16'. 6,000.00 

Feed pump, heater and tank. 900.00 

Journal alarm system. 1,600.00 

Corliss engine, 24 X48. 5,000.00 

Underwriters’ fire pumps, (2) 100 gal. 2,640.00 

Electric generator, engine and switches. 935.00 

Steam and water piping, etc. 2,600.00 


$79,032.00 

Total for entire plant, $315,422.00. 









































GRAIN ELEVATORS 


205 


Small Elevator. This one is given as a contrast to the large 
ones. The cost per bushel is a good deal higher, but the sq ft cost 
is less. The cost per bushel is 44G per sq ft, $6.51; per cu ft, 25ff. 
Elevator—26'X26' 26' studding, 10,000 bus, 20 h p boiler, 

15 h p engine, 2 elevators, corn sheller, corn cleaner, 
grain separator, shipping scales, office and wagon 
scales, well and pump.$4,400.00 

Grain Elevators. To build an entire plant—dryer house, power 
house, coal sheds, office, etc., allow $14 per square foot of elevator 
proper taken on ground floor only. For elevator alone, $11. For 
equipment, allow about 30 per cent of total cost of all buildings. 
This plant cost nearly $220,000. Minor buildings of brick, main 
one of wood. 

Another cost $14 on basis of square feet of elevators proper on 
ground floor; and $9.50 for elevators alone. About $320,000. 
Brick and wood as on first. (Both on 1913 basis.) 

A leading fire insurance company, specializing in grain elevators, 
writes, on a 1923 basis: “For crib grain elevators allow about as 
follows: 


Capacity 12,000 bushels or less.70^ per bushel 

Capacity 12,000 to 25,000. 55 £ “ 

Capacity above 25,000. 50^ 


These costs include one elevator leg and the power to run it, a 
wagon scale and office. For extras add 


Elevator leg.... 
Automatic scale 
Sheller plant 

Cleaner. 

Cob burner. 

Attrition mill.. . 


$ 500 
400 to $700 
1,200 
400 
500 
1,500 


“The prices do not apply on the actual amount of grain the elevator 
will hold. Net measurement is used for this and not workroom 
area, etc. The number of bushels will be about four-fifths of the 
total number of cubic feet. The cost is practically the same whether 
for metal or wood sides. The depreciation rule is 2 per cent a year.” 












206 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Heavy Concrete Elevators 

In 1921, from September to December, the James. Stewart Co. 
put up 60 reinforced concrete grain tanks near Baltimore. The 
capacity is 1,750,000 bushels, and the cost was $700,000, or 40^ 
per bushel for the complete structures. The height is 97 ft. The 
concrete was 1:2:4; the total cubic yards, 11,891. The total 
steel, 361 tons. A reinforced concrete slab or mat was put under 
the buildings, 32 in thick. A basement is put above this with a 
roof 12 in, upon which the tanks stand. The walls are 7 in thick. 
For the hopper bottoms of the tanks, to cause the grain to clear 
itself, 3,000 cu yds of a lean mixture were put in. The entire work 
was finished in 65 working days. 


CHAPTER XI 


APPROXIMATE COST OF TRUSSES 

(U. S. Base of 100 = 1913 and prices are so arranged here, if not 
otherwise stated.) 

Scaffolding. No allowance is made. It might be necessary to 
erect a special scaffold in one case, and in another the scaffold in 
use might serve. 

Profit. Net cost is given without profit, which ought to be added 
in a lump sum for all the building, and not separately for each part 
of it. 

Legend. Lower chord, L. C.; top chord, T. C.; Rafters, R.; 
struts, S. 

Truss A. Span 60 ft; height 13 ft. 

Chords and rafters 12"X12"; struts, 8"X12"; in¬ 
cluding splices, waste lumber, etc, 2100 ft b m, Rods 
1 \" diam. Lumber, $30; labor, $25. 


2100 ft at $55. $115.50 

Rods, plates, bolts and nails. 12.50 

$128.00 


A similar truss to the above has a span of 100 ft, yet there are 
only about 500 ft, b m, of extra lumber in it. The labor is worth 
at least $10 per M more, for the cost of raising is greater in propor¬ 
tion to the amount of lumber. A figure of $175 is fair. 

Prices. In all cases multiply quantities by current prices. 



Fig. 10.—Truss A. Fig. 11.—Truss B. 


Truss B. Span 50 ft; height, 11 ft. 
Chords, 8"X10"; struts, 8"X8". 
Center rod, 1|"; side rods, 1". 
Lumber, $28; labor, $22. 


900 ft b mat $50. $45.00 

Rods, plates, etc. 6.00 

$51.00 


207 












208 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



Fig. 12.—Truss C. 


Truss C. Span 64 ft; height, 16 ft. 

Chords and rafters, 10"X10"; struts, 8"X10". 
Center rod, If; side rods, If. 

Lumber, $30; labor, $28. 


1700 ft b m at $58. $98.60 

Rods, plates, bolts, etc. 16.40 


$115.00 



Truss D. Span 84 ft; height, 19 ft. 

Chord is 2 rods diam. 

Rafters, 2 pieces 6"X12"; struts, 6"X8". 


Rods, 2" diam. 

1400 ft b m (lumber only) at $30.. . $42.00 

Rods and eyes (1400 lbs) 3^. 42.00 

Plates and bolts. 8.00 

Total labor. 40.00 

$132.00 



Truss E. Span 75 ft; height, 23 ft. 


i Lower chord 3 pieces, 3 X10. 

Rafters 10X12. 

Struts (average) 8X8. 

Rods, 2 center, 1£; side, f. 

Lumber, $30; labor, $35. 

2300 ft b m at $65. $149.50 

Rods, plates, bolts, shoes, etc. 30.50 


$180.00 





















APPROXIMATE COST OF TRUSSES 


209 


Truss F. Span 44 ft; height, 12 ft. 


330 ft b m $27. $8.90 

Labor . 5.95 

Bolts and nails. 315 


$18.00 

The truss F is merely a good strong rafter put together in a 
simple manner. 



Fig. 15.—Truss F. Fig. 16.—Truss G. 


Truss G. Span 45; height, 10 ft. 


520 ft b m at $28. $14.55 

Labor, $25. 13.00 

Rods, plates, bolts, etc. 6.45 


$34.00 



Fig. 17.—Truss 32X14. Fig. 18—Truss 39X13. 



Fig. 19.—Truss 30X11. 



Fig. 20. —Truss 50X12. 


Truss 32'X14' high.$65.00 

Truss 39'X13'. 80.00 

Truss 30'X11'. 55.00 

Truss 50'X12'. 90.00 




































210 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


The above 4 are strong trusses to carry purlins, and not of the 
light construction of trusses F. and G. 



Fig. 21.—Howe Truss (Shown for double and single). 


Howe Trusses 

Lumber is allowed at S30, and labor, $45. Owing to different 
loads and conditions, the same span and height often have heavier 
timbers in given trusses. Type A in the following table is taken as 
an average standard; and an extra allowance made for a heavier 
truss under B. 


Table of Net Cost of Howe Trusses, Including Rods 


Span 

Height 

Chords 

Braces 

Cost, 

A 

Cost, 

B 

Lumber, 

A 

Lumber, 

B 

36' 

6' 

8"X8" 

6'X 8" 

$53 

$73 

600bm 

730bm 

42 

7 

8 X10 

8X 8 

75 

100 

860bm 

1080 

\ 48 

8 

8 X10 

8X 8 

75 

110 

980 

1240 

54 

9 

10 xio 

8X 8 

112 

140 

1340 

1640 

*60 

10 

10 xio 

8X10 

130 

160 

1500 

1880 

70 

11 

10 X12 

10X10 

175 

215 

2100 

2640 

80 

13 

10 X14 

10X10 

240 

280 

2780 

3450 


* There is a description following of a truss with 60 ft. span, but only 6 ft. 
in height. ' 


The high cost of the labor was owing to the construction. While 
the lower chord was made up of four timbers with the struts running 
down between, and thus easier handled than a solid one, there were 
many pieces 1 in thick bolted between, and also notched into both 
sides. Thus, for every upright piece there were several notches in 
the timbers. The rods were also double instead df single. Part of 
the extra cost was owing to high ceiling which made more scaffold¬ 
ing necessary than is usual. Each truss cost about $275, but this 
included the scaffolding. This illustration shows that the figures in 
the table have to be taken as average, and that special construction 
or conditions as to height of ceiling, etc., might raise the amount. 

The design of the truss described was bad. It was too low, as 
there was plenty of chance to make it higher. The centers sank 
after a time, and posts had to be put in; and when an additional 























APPROXIMATE COST OF TRUSSES 


211 


story was added the trusses were removed. The contractors were 
scored for minor defects in the timbers, yet the whole design was 
spoiled. So it often is. 

There were six of these Howe trusses. The timbers were 10" X12" 
for the lower chord, made up of four pieces; 8"X12" for top chord, 
solid; 4"X12", 3"X10", and 2"X6" for cross braces. The chords 
were bolted together with double rods from 1 in to 2 in in diameter. 
Each truss contained 2,100 ft b m, and took 342 hours for one man 
to make and erect. All material came surfaced. The labor then 
was at 35fi per hour, or to 40^. 

Trusses 100 ft span by 25 ft high in two long buildings were set 
at $275 each. They were supported in the center by two columns 
to each, and thus lighter timbers served than for a Howe truss 
of the same span. They were of the usual irregular style. Each 
contained about 3,500 ft b m. 

Weight of some steel trusses: 

For 53-ft span. ... 3.5 tons For 125-ft span... 22 tons 

For 80-ft span_6.5 “ For 175-ft span... 10.3 “ 

For 105-ft span... 9.0 “ 

The 125-ft span had some special floor weight. 


CHAPTER XII 


SHORT CUTS 

(The U. S. Base of 1913 = 100 is used for prices here.) 

Bins, Cases, etc. In making a physical valuation of such a great 
plant as a yard full of railroad shops there are many smaller items 
outside of the buildings proper that can not be neglected, because 
in the aggregate they run into a large sum of money; but they are 
of such a nature that a greater amount of time can be consumed 
in making a detailed estimate of them than is justified by the results. 
Such are boxes, bins, racks, cases, and shelving, the former cover¬ 
ing large areas when considered collectively, and sometimes fill¬ 
ing whole buildings, and the latter running into tens of thousands 
of sq ft. Whatever may be claimed, there is no one who can guess 
anywhere near the value of all these items. About the only way 
is to make a standard price for a certain size of opening and thick¬ 
ness of materials, and then to count the openings; and a price per 
sq ft for the shelving. With iron shelving, sizes have to be taken 
and the weights figured up. In a certain building I estimated in 
detail $10,000 worth of iron racks and shelving, and at a guess 
most men would have considered half that amount sufficient. But 
where hundreds of standard buildings are taken by the sq ft there 
is no reason for taking off carloads of lumber in racks and bins. 
The shorter way gives close enough results. 

Depth. The depth of a large area of racks, or box-like openings, 
regulates the price to some extent, if there is a back, for this costs 
no more on a deep case than on a shallow one. In most yards the 
bins, shelving, and racks have been used so many years that while 
they can not be neglected it is easily seen by their condition that 
the best estimate can only be approximate, and that, therefore, a 
fair price per opening or per sq ft is all that can be reasonably ex¬ 
pected to be set, and the depreciation allowed on the reproduction 
value after this is done. 

Siamese Twins. Another trouble comes with the depreciation 
for this class of property: When a large set of new bins is attached 
to a building worth only 30 per cent of its value new, the bins have 

212 


SHORT CUTS 


213 


to be depreciated with the building, for they are made useless by 
the removal or destruction of the main structure. So with plat¬ 
forms, except for the small allowance for salvage, when they are 
taken down, Each case has to be decided on its own merits, and 
can best be done on the ground. 

Extras. Sometimes f casings and ledges are nailed on the face 
of the bin openings. There might be such conditions attached to 
the building of a particular bin as to greatly increase the cost; or 
so much time wasted as to make the labor bill run to twice as much 
as it should do. It might be, again, that a man was sent a hundred 
miles to build a case worth $12, and that he might have to wait 
a day for material. No allowance is made for contingencies like 
this in the following estimates. They are based on the supposition 
that a good workable number of cases are to be built at the same 
time, and that the undertaking can be gone about systematically. 
Much railroad work is necessarily done under the piecemeal system, 
and costs more than it would if all done at once. Here is another 
factor that those who want a high valuation could properly urge 
in favor of a greater total than a contractor would allow. 

No Profit. Cost price without profit is given. The labor is 
set at 40j£ per hr—and it would often pay railroads to employ 40 ^ 
carpenters instead of 22 }/ 2 <t men who “learned carpenter work on 
the farm with father.’ ’ Lumber is set at $26. Some extra lumber is 
allowed for blocking. Nails are included: Change to suit local prices. 

No. 1. Bin, 6 ft high X30 ft long X24 in deep with back. All 
of plain 2" plank. Openings, 4 in heightXl8 in length—18"X20 // 
centers—72 in all. Lumber, 1550 ft b m. Total, $55. 31^ per square 
foot, and 77^ per opening. If bin is set on a platform and lower shelf 
is not required, make 29j£ per square foot, and 71 per opening. 

No. 2. Same bin and conditions as No. 1, but only 18" deep. 
Lumber 1250 ft b m, $44, 250 per square foot and 61 per opening, 
with bottom shelf included. 

No. 3. Same as No. 1, but only 12" deep. Lumber 970 ft b m 
$35, 20^ per square foot, 49j£ per opening. 

No. 4. Without a 2" back for above bins the sq ft price would 
be 7f£ less; and 3£j£ for £ boards. 

No. 5. Bin 6'X30'. No back; 12" deep; 3 openings in height 
X12 in length; 2" plank; openings to centers, 24"X30". Lumber, 
450 ft b m; $16; 9^ per square foot; 45^ per opening. 

For 18" deep, and as above, add 50 per cent. 

For 24" deep, double the total. Add back if required at 7^ 
per square foot for 2", and 33^ for f. 

No. 6. Bin 5'X20'X12" deep. No back; 5 openings in height 
X8 in length—12"X30" centers—2" plank, 370 ft b m; $13; 13^ 
per square foot; 330 per opening. 


214 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


For 18" deep add 50 per cent. 

For 24" double. Add back if required. 

No. 7. Bin as above and 12" deep, but with £ uprights = 320 
ft b m; $12; 12^ per square foot; 30^ per opening. Add for extra 
depth and back if required. 

No. 8. Bin or counter, 3'X16'X12" deep; 3 openings in height 
X5 in length—12"X38" centers—2" plank; 170 ft bm; $7; 15^ 
per square foot; 47j4 per opening. Add for extra depth or for 
back if required. 

No. 9. Bin or counter on top of No. 8, 4'X16'X12" deep; 4 
openings in height X12 in length—12"X16" centers—2" uprights, 
£ shelving; 200 ft b m; $8; 13ff per square foot 17j£ per opening. 
Add for extra depth or back if required. 

Double. Many such bins are double, and thus require only 
one back between the two sides. After figuring according to width 
both bins—north and south—the back can be added. 

Cheap. All of the above work is of the plainest character— 
merely rough planks and boards squared across and nailed into 
divisions for bolts, nuts, washers, hangers, hinges, and all the large 
and small miscellaneous equipment of railroad shops. There 
is no painted work included, nor is the lumber estimated to be of 
the kind that gets painted, except sometimes with the standard 
red mineral. 

Boards. The following cases are made of ordinary £ boards 
squared and nailed together without dadoing. Like the plank 
bins, these are not for paint, but for the roughest work. They 
are not to be compared with such cases as are listed by millmen, 
for example, where from to 5^ per square foot is allowed for 
labor alone. The allowance here is $26 for lumber, and not more 
than $25 for labor, depending upon the size of the compartments, 
for the smaller ones take more time. A back is not allowed, but 
can be added at 3£ to 4^5 per square foot, as the cases with most com¬ 
partments take labor for nailing on back. A bottom shelf is allowed 
about 4" up from the floor. If strips are nailed on the front add 
from 1 to 2j£ per linear foot. Add profit. 

No. 10. Case 7'X20'X12" deep; 10 openings in height X20 in 
length—8.4" X12" centers—400 ft b m; $21; 15^ per square foot; 10.5^ 
per opening. Add for extra width if required. 

No. 11. Case 7 X 20' X 12" deep X 6 openings, in height X 20 in 
length;—14" X12' 'centers—320 ft b m; $16; 12^ per square foot 14 i 
per opening. Add for extra width or back if required. 

No. 12. Case 7' X 20' X 12" deep X 5 openings in height X 16 
in length—17" X15" centers—280 ft b m; $13; 10j£ per square foot; 
16^ per opening. Add for extra width or back if required. 

No. 13. Case 3' X 16'X 12" deep X 3 openings in height and 10 


SHORT CUTS 


215 


in length—12" X 19" centers—110 ft b m; $6; 13^ per square foot; 
20^ per opening. Add for extra width or back if required. 

Detailing. Nothing is allowed for detail drawings for the above 
work. The sizes are supposed to be given to a foreman as sufficient 
for such rough bins. When drawings are made for storehouse cases, 
as for the 60,000 ft b m used in one storehouse, the details are so 
different for each case, and there are so many compartments, that 
10 per cent ought to be added for drafting. The two classes of work 
are entirely different. 

The following case is also mill made: 

No. 14. Case with back, 161 holes, 2£"X10|"X13" deep; 
5' 9"X6' 6" over all, dadoed, and painted, spruce, §53, or 33^ per 
opening, including profit of millman. 

Cases. For a case divided into holes 18 in square allow 20^ per 
square foot at 12 in deep; and 33^ at 24 in deep. With holes 3 ft 
square, 15^ for 12 in, and 22j£ for 24 in. 

A back of three-quarter ceiling is allowed in both cases; if left off, 
deduct 7^ per square foot. Lumber is put at $40, labor, $50. Less 
than this may often be sufficient, but 25 per cent more might be 
wasted on labor. Face measure, not shelf measure, is taken. 
Thus a case to fill the end of a room 10'X20', or 200 sq ft, would 
cost, at 18-in holes, 12 in deep, $40. 

Add profit or percentage required. No paint. 

The above figures may be supplemented by the following from 
actual work done: 

A case 18'X13' 6" high, 33 in deep below counter shelf, and 16 in 
above was set in building, but not oiled for $165, or 68^ per square 
foot of frontage. 

All the front was covered with sliding doors, one below counter¬ 
shelf, two in height above. On a £ in basis there were about 1,400 ft. 
of lumber, including back. Below counter were shelves about 12 in 
apart; above were pigeon holes 6"Xll". 

Another 9'-8"X9'-5"X3'-2" deep, divided into 420 pigeon holes, 
was set in place for $197, 47^ per hole, or $2.15 per square foot. The 
smallness of the holes and the extra depth account for high price, even 
although doors were not used. 

Sliding Ladders. For such high cases cost about $25 with track. 
Cases of £ material from 12 to 16" deep with doors, 80^ per square 
foot of face surface; of f stuff with pigeon holes about 4X8", as in 
ticket-cases, etc., 45^ per opening. 

A case 2'-9" by 7-9X18-0, filled with drawers, cost $300, or $2.15 
per square foot. 

Revolving Doors. Front doors from $300 up; pantry windows, $85 
up; both f.o.b New York. 

Cornice on Frame Buildings. A plain cornice without brackets 


216 APPRAISER’S AND ADJUSTER’S HANDBOOK 


painted, and finished, runs to 50j£ per lin ft. From that we might 
go to $1.50, and still not be so very extravagant. For 30" projec-. 
tion, $1.20 or 4j£ per inch. Brackets cost from 15^ to $2. 

Cornice boards, ridges and plain lumber may be put in, if of pine, 
$140 per M b m in place. 

Profit must be added at the end of the summary of cost of all the 
cases, and there would have to be quite a few made at one time 
before a contractor could afford to fix a reasonable figure; and it 
must be also considered that drawings may have been required. 

Racks. It is hardly possible to set a figure for racks. The posts 
are of all kinds, and are spaced closely in the one rack, and wide 
apart in the next, depending upon the load; the iron supports in 
one are light pipes, and in others solid rods 1 in in diameter; and 
the compartments are of all kinds of sections and lengths. Very 
often an approximate figure can be guessed at—and in a yard where 
the machine shop may run to $200,000 or twice as much, and the 
trackage to more, the proportion of wrong guessing on racks is 
easily swallowed up.- 

Fine Shelving, Cases and Counters. See the index for good 
approximate figures. The counters are as near as can be approxi¬ 
mated for ticket offices in cities. The price might easily be doubled 
if the designer wants to. It is all matter of detail. 

Counters. Take off all material and estimate labor in detail. 
Ceiling, shelving, etc., come under ordinary rules. For all circular 
millwork in general allow three times the price of straight. Money 
drawers, $1.50 each. Common drawers, average size, $1.50 to $2. 

Plain pine counters with drawers, $2 to $3 per linear foot at 30 in 
wide, not set. Common oak counters for ticket offices, $5 per linear 
foot; good q s, $10 and up. Mahogany, $10 to $20, set in place. 
Lunch counters, oak, circle ends, $3.50 per linear foot. With brass 
foot rail, $1.25 more, set in place. 

Office Partitions are of many varieties. There are usually some 
in ticket offices, and detail regulates price. As a mere hint of cost 
of equipment in ticket offices in cities of 50,000 to 150,000, of a half 
dozen the cheapest was worth $700 new, and the most expensive 
$2,000. But the latter with electric lighting system, and some other 
extras included, would have amounted to $2,500. This applies to 
offices in the city proper, and not at the station. These figures 
would be far too low for the finely equipped offices in the larger 
cities, some of them costing a small fortune. 

Excavation. For an ordinary house wall allow ^ cu yd to the 
linear foot. For a heavier factory wall allow % cu yd. 

The above will suit in northern climes to go below the frost line 
where the depth can not be ascertained, and allow a little for back¬ 
filling. 


CHAPTER XIII 


THE SPRINKLER SYSTEM AND CAST-IRON PIPES 

U. S. Base of 100 = 1913, and prices are so arranged here. See 
Index Nos. and change prices to the year desired. 

Sprinkler System. For a system installed in a 7-story building 
with 56,000 sq ft of ceiling, the cost was $5,500, or practically 10^ 
per square foot. 

The following extracts from a letter of an Eastern Mutual Fire 
Ins. Co., give some useful figures on sprinklers: 

Cost. “In general the cost of automatic sprinkler system 
installed (wet pipe) is not less than $3 per sprinkler, this, however, in- 
including only the pipe inside the building. In large cities, where 
cost of labor is higher and hours shorter, this cost runs up to some¬ 
thing over $4. If a dry pipe system is installed it will add about 
$1 for each sprinkler head. 

Area. “The average area covered by one sprinkler is perhaps 
75 sq ft: Under light forms of construction the area is not over 
60 sq ft, whereas in the better types of fireproof and slow burning 
construction the area per sprinkler varies between 90 and 100 sq ft. 
This will give some idea as to the approximate cost of equipping the 
building. 

Supply. “To these figures there has to be added the cost of the 
water supplies. In some cases elevated tanks are needed in con¬ 
nection with fire pumps and in other cases public service con¬ 
nections are made with either tank or pump as may be deemed best 
to suit the conditions. 

“The cost of tanks and pumps varies considerably from time to 
time.” 

Cost. The systems differ so much, however, that to get the 
exact value, a plan and bill of material have to be made on the 
complete installation in the regular manner. Neither the square 
foot nor the cubic foot systems will work for anything else than an 
approximate idea of the cost; and a better way of getting this is to 
count the outlets. 

In New England, where mill building has been reduced to a 
science, the cost is lower than elsewhere, being only about $4.00 
per head or outlet. For fireproof work in the same section $6.00 is 

217 


218 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


sufficient. But in such cities as New York and Chicago mill outlets 
may run to $5.50, and in reinforced concrete buildings and other 
fireproof structures to $7 and $9.50. 

A former fire chief of New York City gave the value of a complete 
sprinkler equipment as 4 per cent of the cost of the building. As 
may be judged by what has been already written, this is only an 
approximate figure. 

What is said to be the largest system of sprinklers in the United 
States was installed in 1911 in the Armour packing plant in South 
Omaha. According to the newspaper report the cost was $160,000. 
In this system there are 50 miles of pipes, 28,000 sprinkler heads, 
high-pressure pumps, and a steel tank with a capacity of 100,000 
gallons. A separate water system is used. When a sprinkler head 
is released it sounds an alarm in the engine room, and starts the 
fire pumps going. Every room in the plant, every bridge and plat¬ 
form is protected. The cost was about $6 per head. 

A western planing mill has a system that takes care of 166,000 
sq ft. The cost was 6^ per square foot, but the installation was 
made when figures were low, or about $3 per head, not including 
tank and connections. For this kind of work a figure of $5 to $6 is 
not unusual. 

The 6^ per square foot in ordinary times should be set at 10j£ in 
such years as 1923, when prices of material reached a high point. 
For the most expensive class of work with concealed pipes in stores 
and office buildings 12^ might be set; and with special installations 
this figure would be exceeded. 

For an approximate estimate a figure of 8^ per square foot is 
as low as can be set for the plainest work. This is on the basis of 
the ordinary wet pipe systems. The dry costs about 50j£ per head 
more. In buildings that are not heated it is impossible to have 
the wet pipe system, and dry installation is so arranged that a fire 
releases the water and fills the pipes. 

These figures, with the exception of the Armour ones which are 
on the low priced basis, are for the building work only, and do not 
include supply piping outside, tanks, pumps or special equipment. 
The requirements are so varied that it is impossible to give a reliable 
figure. Approximately the supply piping, tank and auxiliary equip¬ 
ment will run to $2.50 per head extra. 

Area. Each sprinkler head in an ordinary installation takes 
care of from 70 to 90 sq ft. On a basis of 9j£ per square foot this 
makes each sprinkler head come to $6.30 and $8.10 for a range. 
But neither square foot, sprinkler head, nor percentage of building 
cost can give more than an approximate figure. The fire chief’s 
estimate of 4 per cent of the cost of the building is about as near 
as a guess can be. The range might be set from 3 to 5, but, on the 


THE SPRINKLER SYSTEM AND CAST-IRON PIPES 219 


other hand, the structure might be so extravagantly built that this 
would not be a safe criterion. Carried all through a fine building 
the 4 per cent rate would allow too much money for the sprinklers, 
unless the pipes were of brass. The cost does not rise in proportion 
to the structure, and this is a strong point in favor of sprinklers. 
Approximately it does not cost much more to protect a fine building 
than a plain one. 

The Boston Manufacturers’ Mutual Fire Insurance Company, 
31 Milk St., Boston, issues a pamphlet with full instructions for 
various layouts, with sizes of supply, etc. All plans are examined, 
criticised and approved, free of charge, before insurance is granted. 
By this system the best expert advice is obtained, and expensive 
changes are never necessary. 

Automatic System. Some of the special rules of this company 
are given here, so that sizes of supply and other pipes may be judged 
for appraisal where plans are not obtainable. 

Valve. First of all, there has to be a valve about 40 to 50 ft away 
from the building. In general, the supply or connecting pipes from 
the valve in to the building should not. be more than 6"; but some¬ 
times 8" are used, with 2 risers of 6". Small buildings with not 
more than 50 sprinkler heads may have a 4" supply. 

An independent system should be used if possible, and not one 
connected with the regular fire supply, especially when that comes 
from a tank. “Supplies from two independent sources are neces¬ 
sary, at least one of which should be automatic.” It is considered 
a good idea to put up a tank discharging into the yard system and 
serving both fire hose and sprinklers. The capacity should not be 
less than 30,000 gallons, and the bottom of the tank should be from 
75 to 100 ft above the yard level. The supply does not come di¬ 
rectly from the tank, but from the yard system, which is reinforced 
by the extra pressure. 

Hangers. They are made of round iron rod. The size for 
to 2” pipe is A”; 2^" to 3”, f"; 3|" to 6”, 7” to 8”, f". If 

the rods are threaded, they must be about more in diameter than 
the foregoing. 

Pipe. The best is galvanized iron, painted every year with red 
lead and linseed oil. 

Window, Cornices, and other parts of a building are often sup¬ 
plied with sprinklers to let down a sheet of water. 

Danger. One of the dangers of the sprinkler system is the ac¬ 
cidental release without any fire. This results in great damage 
from water. But the best modern systems are safeguarded against 
this contingency. 

Efficiency. Manufacturers and merchants all over the country 
are now paying more attention to sprinklers than formerly. The 


220 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


system has so many advantages that it is considered to pay for 
itself in six or seven years through the reduction in the rate of in¬ 
surance. In first quarter of one year of 1,086 fires under sprinkler 
risks, 646 were practically or entirely extinguished, 403 were check¬ 
ed, and in only 37 did the system fail to give satisfaction. Sprinklers 
are ready all the time, start only when the head or outlet melts 
under a temperature of 140 to 160 degrees, throw the water only 
where needed as the fire spreads and melts new heads, and keep 
going in a heat and smoke where firemen could not live. 

Special Conditions. In the case of an appraisal the size and dis¬ 
tance of the inside pipes can be seen, as distinguished from those 
that are buried in the ground. If, in spite of the sprinkler system, 
the building is a total loss, and an estimate has to be made of the 
piping, it is rather hard to do anything without a plan or a knowl¬ 
edge of the number of outlets. The latter may have been 8' apart in 
12' bays, or 12' apart in bays of 6' for ordinary hazard; and 7' to 
11' if the hazard is special. According to the regular table this 
would be when the water pressure exceeded 20 lbs per sq in. When 
less, or supplied by a tank the figures for centers of outlets would 
be 7' to 11' for ordinary risk, and 6' to 10' for special. 

The foregoing is for regular mill construction. For joisted ceil¬ 
ings the figures in the case would be 8' to 10' ordinary; 7| to 9' 
special; in the second with tank supply, to 9'; and 6£ to 8'. 

Unless a plan is available or sizes and centers known, it is thus 
seen to be rather a difficult undertaking to'get an accurate valuation 
of a sprinkler system if the building is burnt; and we must always 
remember that it was in Boston itself, the center of the best sprink¬ 
ler installations, that the fire chief said he knew of only one really 
fireproof structure, and that was the reservoir. 

For ordinary work without long runs or special requirements the 
sizes of pipe for a minimum number of automatic sprinklers are as 
follows: 


f-inch pipe, 1 Automatic Sprinkler 

1 inch pipe, 2 Automatic Sprinklers 

1* inch pipe, 3 Automatic Sprinklers 

1| inch pipe, 5 Automatic Sprinklers 

2 inch pipe, 10 Automatic Sprinklers 

2| inch pipe, 20 Automatic Sprinklers 

3 inch pipe, 36 Automatic Sprinklers 

3£ inch pipe, 55 Automatic Sprinklers 

4 inch pipe, 80 Automatic Sprinklers 

5 inch pipe, 140 Automatic Sprinklers 

6 inch pipe, 200 Automatic Sprinklers 

Data. The size of the risers may be estimated from the table. 
The center of the system is naturally the best place to put the riser, 


THE SPRINKLER SYSTEM AND CAST-IRON PIPES 221 


but sometimes it is put on the side when the branch lines are not too 
long. Not more than 6 sprinklers should be put on a branch. 
Tne size of the distributing pipe tapers from the riser down to the 


Fig. 23. 


3 in 




end of the run. The following figures show layouts from which a 
fair idea of systems and sizes may be obtained for valuation. 

Cost of Insurance. When a good sprinkler system is installed the 
rates of insurance are lowered from 50 to 35 per cent, depending 
upon the character of the work. On the wet-pipe system, double 
supply, the above reductions are put in force in Boston. With 



















222 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


sprinkler Notification the rate is 35 per cent off; with Automatic 
Fire Alarm, Watch Supervision, and Sprinkler Notification, 50 per 
cent. The Boston Chamber of Commerce Committee set forth the 
advantages of the Sprinkler system, thus: 

“The following illustration is typical of the cost of insurance 
before and after sprinkling. This illustration is taken for a building 
which was about 35,000 sq ft: 

Value of building.$ 53,000.00 

Value of contents. 150,000.00 

Five-year rate on building per $100 before sprinkling, 


$0.36 per annum, which makes the insurance. $ 190.80 

Annual rate on contents, $1.15, which makes the cost of 

insurance of contents before sprinkling. 1,725.00 

Total cost of insurance per annum. $1,915.80 


“The cost of the installation of sprinklers would be approxi- 
tely $1,750, and the reduction in insurance premiums would be 40 
per cent. Forty per cent of $1915.80 is $766.32. That is, an 
investment of $1,750 would make a saving of $766.32 in insurance 
rates. If we charge 15 per cent interest and depreciation on the 
investment, it still leaves a net profit of $503 82, by which the sprink¬ 
ler installation would pay for itself in three and a half years.” 


Effect of Sprinkler Equipments in Frame Buildings 


Occupancy of 

Building 

Insurance Rate 

Occupancy of 
Building 

Insurance Rate 

Before 

After 

Before 

After 

Laundry.... 

$1.59 

$0.40 

Flour mill. . . 

$4.00 

$1.00 

Laundry. 

3.00 

.65 

Flour mill. . . 

1.40 

.30 

Laundry. 

3.40 

.72 

Flour mill. . . 

3.65 

.70 

Metal worker 

1.25 

.30 

Flour mill. . . 

3.75 

.65 

Metal worker 

1.00 

.35 

Flour mill. . . 

2.02 

.97 

Metal worker 

1.39 

.35 

Printing. 

2.35 

.05 

Metal worker 

5.65 

.53 

Printing. 

1.08 

.25 

Metal worker 

1.76 

.20 

Grocery. 

1.21 

.17 

Metal worker 

1.25 

.48 

Grocery. 

3.25 

.40 

Flour mill. . . 

4.75 

1.60 

Glass mfg. . . 

2.50 

.25 


Average rate before installation, $2.51. Average rate after 
installation, 51 cents. 

Cast-iron Water Pipes. For factory yards the sizes are given 
by the Mutual Fire Insurance Companies. To clear the frost 
the depth of earth covering over the top of the pipe should run from 
2' 6” in the south to 5' 6” in Canada, New England, Northern New 
York. Local conditions have to settle this matter, which involves 
the cost of excavation. 
































THE SPRINKLER SYSTEM AND CAST-IRON PIPES 223 


Hydrants ought to be set about 50 ft away from the building 
protected, so that they will not be smashed by falling walls. They 
may be better protected from danger behind a low building or other 
barrier. 

Length of pipe is 12 feet, exclusive of socket. 

The three following tables give the sizes, etc., for pressures that 
do not ordinarily exceed 125 lbs, but may occasionally go as high as 
150 without danger. The tables are those of the Water Works 
Associations: 


Class E of New England W. W. Assoc. Specifications 


Nominal In¬ 
side diameter 
of pipe 
(inches) 

Thickness 
of shell 

(inches) 

Weight per 
length includ¬ 
ing socket 
(pounds) 

Weight per 
ft including 
socket 
(pounds) 

Weight per 
ft excluding 
socket 
(pounds) 

4 

.39 

230 

19 

17 

6 

.46 

380 

32 

29 

8 

.53 

575 

48 

44 

10 

.60 

810 

67 

64 

12 

.65 

1040 

87 

82 

14 

.70 

1310 

109 

103 

16 

.75 

1600 

133 

125 

18 

.80 

1910 

159 

148 

20 

.85 

2260 

188 

176 

24 

.95 

3000 

250 

234 

30 

1.10 

4340 

361 

338 

36 

1.25 

5900 

492 

460 


Class C of American W. W. Assoc. Specifications 


Nominal in¬ 
side diameter 
of pipe 
(inches) 

Thickness 
of shell 

(inches) 

Weight per 
length includ¬ 
ing socket 
(pounds) 

Weight per 
ft including 
socket 
(pounds) 

Weight per 
ft excluding 
socket 
(pounds) 

4 

.48 

280 

23 

21 

6 

.51 

430 

36 

33 

8 

.56 

625 

52 

48 

10 

.62 

850 

71 

65 

12 

.68 

1100 

92 

85 

14 

.74 

1400 

117 

108 

16 

.80 

1725 

144 

133 

18 

.87 

2100 

175 

162 

20 

.92 

2500 

208 

191 

24 

1.04 

3350 

279 

258 

30 

1.20 

4800 

400 

367 

36 

1.36 

6550 

546 

498 


6. Lead and Jute. The approximate amount of lead and jute 
yarn required for making joints is shown in the table below. This 
























224 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


is based on pipe in twelve-foot lengths. Where many fittings and 
bends are required, larger amounts should be allowed. The lead 
in each joint should be run at a single pouring. 


Weight of Lead and Jute Required in Laying Pipe 


Size of pipe (inches) 

4 

6 

8 

10 

12 

14 

16 

18 

20 

24 

30 

36 

Lbs of Lead per ft 













of Pipe. 

0.5 

0.8 

1.0 

1.3 

1.5 

1.8 

1.9 

2.3 

2.5 

3.0 

3.8 

4.5 

Lbs of Jute per ft of 













Pipe. 

.020 

.024 

.028 

.034 

.041 

.048 

.052 

.062 

.069 

.085 

.105 

.120 


The following table from the Engineering News-Record gives a 
basis for arriving at Original Cost in any year listed. In 1868, 
“war prices” were high; and we see in our war times that the 1915 
price of $17.05 was $45.18 in 1917—and from $55 to $60 in 1918. 
But as the 1868 prices fell, so will ours to some extent. 

Cost of Cast-Iron Water Pipe in Boston from 1868 to 1917 


Year 

20" and Larger 

10" 

to 20" 

Tons 

Purchased 

Price per 
2,000-lb Ton 

Tons 

Purchased 

Price per 
2,000-lb Ton 

1868 

2,850 

$67.65 

1,430 

$64.63 

1870 

1,310 

47.50 

2,732 

47.04 

1871 



1,726 

51.33 

1873 



1,652 

54 48 

1874 

1,934 

46.02 

2,846 

43.63 

1875 

336 

41.07 

3,858 

37.50 

1876 



2,442 

31.25 

1877 

3,808 

25^83 

605 

26.78 

1878 

538 

23.14 

1,086 

23.03 

1880 

5,624 

36.56 

778 

37.50 

1881 

28 

28.48 

756 

28.48 

1882 



908 

34.82 

1883 

1,188 

23.43 

750 

32^85 

1885 

3,158 

23.62 

1,160 

25.93 

1886 



1,198 

26 25 

1887 

2,906 

29.84 

2,218 

28^26 

1888 



1,568 

25 40 

1889 

1,624 

24.51 

930 

24^60 

1890 

1,008 

27.09 

1,848 

27.58 

1891 

1,456 

24.95 

1,848 

24.82 

1892 



1,004 

22.68 

1893 

1,668 

22.51 

112 

23.’ 16 

1894 

1,692 

20.04 

2,016 

20.04 

1895 

12,152 

20.65 



1896 

28,955 

19.21 

1,395 

*i8.i8 

1897 

22,837 

17.56 

376 

16.82 

1898 

1,958 

17.55 

2,548 

16.84 

1899 

1,708 

18.76 



1901 

18,682 

24.25 



1902 



417 

25.40 

1908 

4.251 

22.40 

1909 

9,736 

24.37 

*753 

22.98 

1910 

1,657 

24.72 



1911 

2,429 

21.60 

60 

21.60 

1912 

107 

23.50 

20 

23.50 

1913 

403 

23.00 



1914 

9,112 

20.00 

30 

20.90 


























































THE SPRINKLER SYSTEM AND CAST-IRON PIPES 225 


Change of Table Form 


Year 

Tons of 
Pipe 
Bought 

Weighted Average 
Price per 
2,000-lb Ton 

Pounds 

of 

Fittings 

Aaverge 
Price per 
lb cents 

Ratio of Fittings 
to Pipe % 

Weight 

Cost 

1912 

3,335 

$20.95 

340,854 

2.28 

5.1 

11.1 

1913 

8,059 

21.20 

582,589 

2.48 

3.6 

8.4 

1914 

3,620 

21.10 

953,477 

2.49 

13.1 

30.8 

1915 

4,333. 

17.05 

488,932 

2.51 

5.6 

16.6 

1916 

2,506 

29.15 

619,188 

2.88 

12.2 

24.4 

1917 

2,242 

45.18 

582,059 

3.98 

13.0 

22.8 


/ 

/ 


















CHAPTER XIV 


EQUIPMENT OF BUILDINGS 

(1913=base of 100 here for prices) 

Furniture and Machines. In a physical valuation this is another 
feature that makes a good deal of work. Tables, desks, filing cases, 
safes, typewriters, adding machines and a hundred other items do 
not seem to be of much account in such a valuation, but taken in 
the aggregate they come to a large figure. Some of the newer style 
of electrically operated adding machines, etc., cost heavily. In one 
building the total, including the law library, ran to nearly $60,000; 
in another, $40,000; in still another, $10,000; and this at the depre¬ 
ciated figures. When new the cost would be much higher. 

This kind of valuation is totally distinct from any motive power 
work. It related solely to what is connected with installations for 
clerical use, and warehouse work. 

Generally speaking, the proper method of estimating the value of 
all such equipment is to put a present value price on it. It is not 
worth while, in nine cases out of ten, to put down an original cost. 
There is work enough connected with listing $40,000 to $60,000 
worth of old and new furniture, wall cases and shelving by the 
thousand square feet, typewriters, and other machines, without put¬ 
ting down two valuations. There should be no such thing as 
averaging up the depreciation on equipment from a few months to 
forty years old. Each item, or each class, should be priced on the 
spot and finished. 

Ordinarily the railroads are willing enough to render all assistance 
required. Their furniture expert is sent along, and the original cost 
figures given whenever possible. The law library is priced, and so 
are all expensive machines. Whatever law squabbles may be had 
over the main features of a railroad valuation running into millions, 
most recognize that this class of equipment bears a small propor¬ 
tion to the complete summary, and that the best way for all is to 
get through with it as easily as possible. 

Law Libraries may run to any price—some I saw were listed, 
present value, at $9,000, and others at $14,000. A library was 
valued on the basis of $6 for recent textbooks, $5 for older, but still 

226 


EQUIPMENT OF BUILDINGS 


227 


standard works, and $2.50 for the oldest books. Some experts 
allow a rate of $2 per volume averaged over the whole library. 

Engineering. In the engineering department of a railroad there 
are thousands of drawings, maps, building plans, and other data; 
and also costly instruments. There is no way of valuing the first 
lot. A road might put almost any figure upon it, within reason. 
Surveys are costly, the records are useful and remain so. Building 
plans of a standard type are used year after year; and the bills of 
material attached to them save the work of making new ones as 
often as another building is erected from the type. What would 
cost an architect a hundred or several hundred dollars, can often be 
done for a few cents in a railroad office by making a set of blueprints. 

Hotels, etc. Monthly reports are made of all silverware, dishes, 
bedding, towels, napkins, and the whole equipment of such places. 
By far the easiest way of valuing such stock is to get the reports. 
Beds themselves, stoves, tables, benches, and all the larger items 
not included in the lists have to be valued on the ground. Furni¬ 
ture, carpets, and shades, may be taken at so much per room, unless 
they are of the more expensive kinds. 

Telegraph and Telephone tables and equipment are not taken in 
the same classification as the other furniture, etc., but separately. 

Refrigerators. Here we enter a field without bounds. We may 
have a refrigerator for $25 up to as high as we please. For a house 
planned to ice from the outside an allowance of $75 is fair. This 
might be increased to several hundreds, according to size, number 
of compartments, style of finish, etc. 

One of the largest makers says that zinc lined refrigerators are 
poisonous. Wood lining is preferred to zinc. 

As an approximate price per square foot the following figures will 
be useful: (Thus, the front size being 3 wide and 4 high = 12 sq ft. 
Only the front is estimated for size.) 

Wood Lined, Antique Oak. From $4 to $6. 

White Enameled Lined, Oak Finish. From $6 to $8. 

Opal Glass Lined. Quartered Oak. $8 to $12. 

Porcelain Tile Linings. No Wood Outside. $18 up. 

Rudd Heaters. Dwelling size, $130 on cars, east of Mississippi 
River; $150 on the Pacific Coast. 

Revolving Doors. There are scores of varieties in all styles of 
finish, and thus it is impossible to give a price without knowing 
the requirements. But for a physical valuation or an approximate 
estimate a fair idea is better than none. These doors run higher 
in cost than is commonly supposed. 

About the cheapest door for a good front is $580 in New York 
City, or at factory. From this price to $800 may be said to cover 
ordinary requirements. Freight and setting have to be added. A 


228 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


large collapsible door, electrically operated was installed in a sky¬ 
scraper in the west in 1912 for $2,500. This price is greatly 
exceeded for the doors in fashionable hotels and department stores. 

A revolving fire door is an excellent method of checking a fire. 
The cost varies with the style and finish. A wooden door, lined 
with tin, may be used in factories, but not in fine apartment houses. 
A price of $350 may be set for an ordinary installation. 

Dahlstrom Doors, Etc. There are many kinds of fireproof doors 
and windows now on the market. An approximate price on one 
kind will serve for an estimate on all. 

Doors range from $1.25 to $1.70 per square foot without glass or 
hardware, but with hardware fitted. The one panel doors are the 
cheapest. Jambs and casings are not included. For 6-in partitions 
with 5-in casings both sides, the cost is 95^ per linear foot. These 
prices include a grained enamel finish; a plain color finish is 5 per 
cent less. For quantities of 25 deduct 10 per cent from above prices, 
which are f.o.b. New York. 

Doors with five panels in the regular style naturally cost more 
than with one, as there is welding to do at all joints. The above 
prices are based on a door 3'X7'. Freight, hardware, glass and 
erection have to be added. 

Office partitions and wainscoting are figured at the same price 
per square foot as doors. 

The cost of erection is set by the manufacturers at from 20 to 
30 per cent of the cost of material, under ordinary conditions. 

Two sheets of asbestos are used inside the doors, with a sheet of 
felt between. A strip of cork 1^ in wide is used inside the hollow 
stile to reduce the metallic ring when shutting. 


CHAPTER XV 


BELLS, PEALS AND CHIMES, 1918 


(U. S. Index No. for Metals in 1918, 187.) 


(Courtesy McShane Bell Foundry Company, Baltimore.) 

Approximate. The following data will give architects and 
appraisers a good idea of the cost, size, and weight of ordinary church 
bells, peals, and chimes. The regular table for the small bells runs 
from 300 to 1300 lbs; and for the large, 1400 to 7000. The small 
bells from 300 to 750 lbs increase 50 lbs each; from 800 to 7000 at 
rise of 100 lbs. The weight is usually from two to three per cent 
above the list. In both tables the intermediate sizes are usually 
omitted. Bells are made of 78 per cent copper, and 22 tin. 


% 

BELL 


MOUNTINGS 

Price of 
Mountings 

Weight 

Tone 

Diameter 

Outside 

M easur em ents 

Diameter 
of Wheel 

300 

D 

25" 

3' 4"X2' 8" 

2' 10" 

$26 

400 

c# 

27" 

3' 4"X2' 10" 

3' 6" 

30 

500 

c 

29" 

4' 0"X2' 10" 

4' 4" 

32 

600 

B 

31" 

4' 0"X2' 10" 

4' 4" 

35 

700 

Bb 

33" 

4' 5"X3' 3" 

4' 9" 

40 

800 

A 

34" 

4' 5"X3' 3" 

4' 9" 

40 

900 

A 

35" 

4' 5"X3' 3" 

4' 9" 

45 

1100 

G# 

37" 

4' 9"X3' 4" 

5' 6" 

45 

1300 

G 

39" 

4' 9"X3' 7" 

5' 6" 

55 

1400 

F# 

40" 

5' 0"X3' 10" 

6' 3" 

70 

1600 

F 

42" 

5' 4"X4' 0" 

6' 3" 

70 

1800 

F 

44" 

5' 4"X4' 0" 

6' 3" 

80 

2000 

E 

46" 

5' 8"X4' 6" 

r o" 

90 

2500 

Eb 

50" 

6' 1"X4' 6" 

r o" 

120 

2800 

Eb 

52" 

6' 1"X4' 6" 

r 6" 

120 

3000 

D 

54" 

6' 8"X5' 0" 

r 6" 

130 

3800 

c# 

57" 

7' 0"X5' 0" 

r 6" 

150 

5000 

B 

62" 

T 6"x6' 0" 

8' 0" 

. 180 

6200 

Bb 

66" 

r 6"x6' 0" 

8' 6" 

200 

7000 

A 

72" 

8' 0"X7' 0" 

8' 6" 

260 


229 



















230 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


_ Price. A fair allowance is 60^ a pound for the bell, and the mount¬ 
ings to be added to this. A 300 lb. bell complete would thus cost 
$206 f.o .b, Baltimore, and a 7000 pounder, $4,460. 

In general the mountings for single bells and peals, and the framing 
for chimes weigh about half as much as the bells themselves. A 500 
pounder would thus be allowed 750 for freight. 

Peals. The peals make a combination of two to five bells har¬ 
monized. The bells without mountings may be set at 65^ per lb. 
The mountings to be added for each bell at the fist price given in 
the tables. 

Chimes are furnished with the framework complete, ready to be 
installed. When appraising a set of chimes, measure the diameter 
of each bell and refer to table for weight. Allow 85j£ per lb on the 
bells themselves, and this will cover the cost of the entire equipment. 
Chimes are furnished in sets of ten to fifteen bells. A set of chimes 
should be at least eight. 

But the freight and hoisting have to be added to the foregoing 
figure. As will be noted in the Chime Table the weights of the 
largest bells run from 2,050 to 5,600 lbs. The smallest complete set 
of chimes consists of eight bells, the largest of which is 1,850 lbs., the 
total weight about 8,000 lbs., and 12,000 with the framing included. 
This allowance of 50 per cent of the bell weights for the framework 
must not be forgotten on account of freight and hoisting. The 
heaviest set of chimes in the following table weighs 26,350lbs.; with 
framing the total weight is about 40,000. 

Hoisting. A set of ten bells was hoisted and connected ready 
for use for $80, at ordinary wages for labor. The bells weighed 
9,200 lbs, and the total weight was about 13,000. This is at the rate 
of $17.40 per ton for bells alone, or $12.30 on the basis of the total 
weight. This, however, was a plain hoisting proposition and a small 
set of chimes. 

For hoisting and connecting a heavier set of chimes a fair allow¬ 
ance is $15 a ton on the total weight; or $22.50 on the weight of the 
bells alone. 

Chimes. The following chimes have been installed in this 
country. They are set down here as a few out of many to give a 
fair idea of weights and costs. The largest set in the United States 
is last on the list. Philadelphia has the Liberty Bell and this one 
also. 


BELLS, PEALS AND CHIMES, 1918 


231 


Chime Table 


Number 
of Bells 

Total 
weight, lbs 

Heaviest 

Lightest 

Number 
of Bells 

Total | 
weight, lbs 

Heaviest 

Lightest 

10 

15,950 

4,200 

625 

10 

9,200 

2,050 

500 

11 

13,125 

3,050 

575 

14 

14,890 

3,100 

500 

11 

11,425 

2,650 

550 

11 

13,125 

3,050 

575 

11 

11,575 

2,650 

550 

11 

17,825 

4,200 

625 

10 

9,250 

2,050 

525 

11 

13,150 

3,050 

575 

15 

17,725 

3,500 

525 

14 

13,100 

2,650 

450 

11 

11,575 

2,650 

550 

13 

14,150 

3,050 

500 

10 

10,475 

2,650 

550 

15 

26,350 

5,600 

575 

13 

14,150 

3,050 

500 






The Liberty Bell is about 4 ft in diam and 3 ft high. The thickest 
metal is 3", and the thinnest 1|". The total weight is a modest 
2,080 lbs. 

Big. The great bell of Moscow weighs 220 tons. It is 22 ft in 
diam and 19 ft high. The great bell of China weighs 60 tons, and 
is 12 ft in diam by 14 high. A bell in Japan weighs 83 tons. The 
largest bell in North America is at Montreal, 14.28 tons. 


Smaller Bells 

Chapel Bells range in weight from 100 to 250 lbs. The diameters 
are from 17 in to 24 in; the price of the mountings from $14 to $24. 
This is to be added to the regular cost of bells according to weight 
at 60j£ per pound. 

Academy and school bells run from 50 to 500 lbs. Courthouse 
and tower clock bells from 100 to 10,000. 



















CHAPTER XVI 


A LARGE BUILDING VALUATION 

1921-1922. I was employed by the County Commissioners and 
the Assessor to value the large buildings of Omaha. I already had 
original cost figures of many, and got much information from 
realtors, contractors and architects, the latter usually having the 
cubic footage on record for buildings they had designed. Most 
of the owners were also willing to open their books. Figures given 
were checked in various ways. The work took a little more than 
six months. 

The regular insurance plats usually g^e the size of the buildings, 
number of stories, and the height from the sidewalk. The latter 
is not very reliable, but often good enough for approximate figures. 
Assessors do not have to be as accurate as contractors. 

The ground size being obtained, the easiest way of getting the 
height is to take the elevator to the top floor, measure that in the 
clear, make an allowance for the average height of the roof, and walk 
down the stairs from top floor to basement, counting the risers. 

The data as given in this chapter may be used for any year as 
shown by assessors, as the wages and material costs apply in almost 
all cities. The large cities, such as New York, Chicago, Boston, 
St. Louis, have slightly higher rates, but when contractors’ bids 
often vary 20 per cent in the same city mathematical accuracy is 
not obtainable in this line. Insurance offices can safely check the 
amount of policies from the data given. 


Classes and Number of Buildings Valued 

Apartments, 129; auto showrooms, 33; garages, public, 40; 
grain elevators, 5; hptels, 43; manufacturing buildings, 70; office 
buildings, 55; residences, 15; stores, first class, 10; stores, second 
class, 27; theaters, 6; warehouses, 110. 

The hundreds of expensive residences were not even looked at, 
as the assessing period is fixed, and there was no time for one man 
to go over an entire county. An average for fine houses is 50^ 
per cu ft, but there is no limit. 


232 


A LARGE BUILDING VALUATION 


233 


Total Valuation 


This ran to about $50,000,000, and was $11,000,000 higher than 
the guessing contests. A great deal of time is wasted in such work 
by the necessity of getting the legal descriptions. A modern city 
plan lot and record system is more than enough to puzzle even the 
experts. It would pay some cities to replat and begin over again. 


Description of Property: Addition 

Name of Building 

Class 


Contractor 


Lot _ Block 

Street and No, 


No. Stories and Basement 


Architect 


Fig. 25. 

The following form was used in filling out values: 

Table of Depreciation Used, No. 1 

For office buildings, warehouses and other structures, either with 
steel, frame or reinforced concrete. All fireproof work. No allow¬ 
ance for obsolescence, but physical valuation only. 


Year 

Depreciation, 
per cent 

Year 

Depreciation 
per cent 

Year 

Depreciation, 
per cent 

1 

2 

18 

32 

35 

57£ 

2 

4 

19 

33| 

36 

59 

3 

6 

20 

35 

37 

60i 

4 

8 

21 

36£ 

38 

62 

5 

10 

22 

38 

39 

63i 

6 

12 

23 

39| 

40 

65 

7 

14 

24 

41 

41 

m 

8 

16 

25 

42i 

42 

68 

9 

18 

26 

44 

43 

69 £ 

10 

20 

27 

45£ 

44 

71 

11 

2H 

28 

47 

45 

72i 

12 

23 

29 

m 

46 

74 

13 

24| 

30 

50 

47 

75£ 

14 

* 26 

31 

5H 

48 

77 

15 

27^ 

32 

53 

49 

7Sh 

16 

29 

33 

54i 

50 

80 

17 

30^ 

34 

56 




U. S. Basis. The Equitable, New York, is the largest office 
building in the country. The management sent a man to Washing- 






























234 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


ton, D. C., to find out what rate of depreciation should be applied. 
The income tax regulations do not now lay down any percentages, 
but each building is worked out to suit the owner at first and checked 
by the experts. On the Equitable a rate of \\ per cent a year was 
set for the building proper, and 1\ per cent for the elevators, visible 
plumbing, visible piping, and such work. The building is thus 
supposed to last 67 years. It has 37 stories and is 486 ft high. The 
cost was $30,000,000. 

On the basis of 90 per cent structural and 10 per cent for the 
7 \ items, the average depreciation and obsolescence is 2.1 per cent 
per annum. The 7\ items would be renewed every 13.3 years. 

Table of Depreciation Used, No. 2 


For the best class of mill-constructed buildings, semi-mill con¬ 
structed, heavy girder and joist warehouses, and all such masonry 
wall and wood floor structures. Physical valuation only. 


Year 

Depreciation, 
per cent 

Year 

Depreciation, 
per cent 

Year 

Depreciation, 
per cent 

1 

2? 

14 

30 

27 

56 

2 

4| 

15 

32 

28 

58 

3 

6! 

16 

34 

29 

60 

4 

9 

17 

36 

30 

62 

5 

H i 

18 

38 

31 

64 

6 

13* 

19 

40 

32 

66 

7 

15! 

20 

42 

33 

68 

8 

18 

21 

44 

34 

70 

9 

20 

22 

46 

35 

72 

10 

22 

23 

48 

36 

74 

11 

24 

24 

50 

37 

76 

12 

26 

25 

52 

38 

78 

13 

28 

26 

54 

39 

80 


Obsolescence. This means falling into disuse, getting out of 
date, and building owners claim remission of taxes on this account 
as well as for depreciation. As may be noted in this chapter the 
warehousemen allow 1 per cent a year for this factor. Some building 
owners ask 4 and 5 per cent a year for depreciation and obsolescence, 
even on the best buildings, but this is an effort to evade taxation. 
The best way to encourage building is to take off all taxes, but state 
laws do not yet allow this. 

The trouble with the obsolescence demands is that if the ordinary 
rates of depreciation were applied to cottages thousands of them 
would be wiped off the books, and if obsolescence were also added the 















A LARGE BUILDING VALUATION 


235 


case would be worse. Then the new property would have to be 
taxed heavier, and building would be further discouraged. 

Table of Depreciation Used, No. 3 

For the best class of non-fireproof residences, stores and flats, • 
apartments, public garages, and similar structures. Physical 
valuation only. 


Year 

Depreciation, 
per cent 

Year 

Depreciation, 
per cent 

Year 

Depreciation, 
per cent 

1 

2* 

14 

31 

27 

57 

2 

5 

15 

33 

28 

59 

3 

7h 

16 

35 

29 

61 

4 

10 

17 

37 

30 

63 

5 

12* 

18 

39 

31 

65 

6 

15 

19 

41 

32 

67 

7 

17 

20 

43 

33 

69 

8 

19 

21 

45 

34 

71 

9 

21 

22 

47 

35 

73 

10 

23 

23 

49 

36 

75 

11 

25 

24 

51 

37 

77 

12 

27 

25 

53 

38 

79 

13 

29 

26 

55 




Another trouble is that the business center of cities has grown away 
from thousands of buildings. The physical structures may be 
perfect, but they are in the wrong location. The income from rents 
has to be considered, and the income from the business. This is a 
matter for accountants, and is distinct from the physical valuation, 
which gives the principal basis for assessment. 

Building Valuation Data 

Average Yearly Prices: 1913 is Always United States Base at 100. 

The allowance in the last column is the basis for estimating changes 
in value of buildings for the year indicated as compared with 1913. 
Data are taken from the U. S. Report, but deductions made from the 
U. S. column for the high years 1916-22, in order that the assess¬ 
ments should not be excessive. Theoretically the figures previous to 
1916 should also be cut; practically, with the final figures set by 
assessors and boards of equalization in view, this theory may be 
waived. The steel in modern office buildings runs from 10 to 12 
pgr cent of the total cost: 12 is allowed in the following calculations 
















236 APPRAISER’S AND ADJUSTER’S HANDBOOK 


To get the average on the basis of .12 of steel and 88 of other 
materials multiply totals for the year required by the percentages. 
Thus for the year 1917, 208X.12-=24.96; 124X-88 = 109.12, a total 
of 134 as shown. But in the case of railroad machine shops, for 
example, where steel is half of the total, the average would be 166. 

• Each class of buildings should be valued to suit the percentage of 
materials, where there is a large difference in the yearly averages. 

Materials are not, of course, installed in the buildings, but wages 
rose as high, and even higher, than the materials laid down at the 
site, in the high years, and they included all the wages necessary 
in preparation, so that for general purposes of assessment and rate¬ 
making the U. S. figures may be taken as for the materials installed. 

The 1913 base is 100: in the 1922 line the 182 is cut to 127, or 
55 deducted. But if 182 is cut 55, the real deduction from the 
U. S. figures is 30 per cent for that year. The figures had to be 
compiled in the end of 1921, and the assessment was to apply to the 
end of 1923, so that a guess had to be made, and the allowed column 
kept low enough. 

The average is worked out for each year. Thus, 1920 shows 186 
for steel and 308 for other materials. The average is given at 293, 
and the allowance at 205. The steel and other materials may be 
found in the regular tables if desired. Only the averages are given 
in the table. 

Several months after the valuation was finished the Bureau of 
Labor index numbers were changed to suit the 1920 census instead 
of the 1910 one, but the allowance column had been cut low enough 
to take care of any variation. The 1922 numbers are found in 
front of the book, page xi. 

Table for Fireproof Steel Frame Buildings, No. 4 


Year 

U. S. figure 

Allowance 

Year 

U. S. figure 

Year 

U. S. figure 

1922 

182 

127 

1911 

99 

1900 

80 

1921 

197 

138 

1910 

100 

1899 

76 

1920 

293 

205 

1909 

96 

1898 

66 

1919 

188 

132 

1908 

92 

1897 

62 

1918 

155 

110 

1907 

100 

1896 

62 

1917 

134 

100 

1906 

96 

1895 

64 

1916 

107 

100 

1905 

87 

1894 

65 

1915 

95 

.... 

1904 

81 

1893 

68 

1914 

96 

.... 

1903 

82 

1892 

67 

1913 

100 

.... 

1902 

80 

1891 

71 

1912 

100 


1901 

76 

1890 

72 















A LARGE BUILDING VALUATION 


237 


Table for Ordinary Buildings, without Steel, or with a 
Small Allowance Only, No. 5 


Year 

U. S. figure 

Allowance 

Year 

U. S. figure 

Year 

U. S. figure 

1921 

206 

144 

1910 

101 

1899 

71 

1920 

308 

216 

1909 

97 

1898 

65 

1919 

192 

134 

1908 

92 

1897 

62 

1918 

151 

105 

1907 

97 

1896 

63 

1917 

124 

100 

1906 

94 

1895 

64 

1916 

101 


1905 

85 

1894 

66 

1915 

94 


1904 

80 

1893 

68 

1914 

97 


1903 

80 

1892 

67 

1913 

100 


1902 

77 

1891 

70 

1912 

100 


1901 

73 

1890 

72 

1911 

101 

.... 

1900 

76 




Modernism 

The average city seems to be developing in two directions—* 
garages and apartments. In even such a city as Omaha, with not 
more than 200,000 inhabitants, there were, up to 1922, 170 apart* 
ments, each holding from 6 to 180 families. It seems a poor way to 
breathe, except in winter. One company has erected about 5,000,000 
cu ft of apartments, all fireproof. Garages are spread all over the 
face of the prairie. There are 29,000 autos and trucks in the county. 

Car Area. The smallest space allowed in a public garage is 92 
sq ft; the largest, used by the U. S. Post Office, is 194 sq ft. The 
average of 7 garages, accommodating from 100 to 150 cars each, is 
140 sq ft. This allows for walls, driving space, etc. The total area 
over the walls is divided by the numbe ■ of cars. The usual style 
of garage is known from coast to coast—brick or concrete walls, 
steel trusses, and concrete floor, costing about $2 per sq ft of total 
area. But some run as low as $1.25 and others go to $2.25. 

On several with two to three stories and basement each car space 
averaged 1,750 cu ft—the lowest, 1,520; the highest, 2,160—with 
from 200 to 400 cars each. Cost, 9^ to 12 f per cubic foot, or 
$1.00 to $1.50 per square foot, gross, depending upon the height of 
the ceiling and the construction, the best being reinforced concrete. 
On a 2- and a 3-story the roof trusses do not cost any more than 
on a 1-story. 

Loft Buildings 

The foregoing figures are for ordinary garages only, and do not 
include fine show rooms with two to five stories above for storage, 





















238 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


repairing, painting, etc. Such reinforced buildings ran from 20^ to 27^ 
per cubic foot in 1917, 1918, 1921. 1920 was much higher. The 

Ford building, 1916, 15^. 2,450,000 cu ft. A building in 1919 with 
914,000 cu ft, 21^. Another with 1,927,000 cu ft, 20^ in 1920. In 
1918-19 several low buildings with 300,000 to 1,000,000 cu ft went 
up at 13^ to 18^. 

Averages. In the following lists a sufficient number of each kind 
of building has been selected to give figures for the years shown. 


Office Buildings, First Class, Fireproof 


No. 

Stories 

Cubic feet 

Rate, cents 

Original cost 

Year 

1 

6 

550,000 

40 

$220,000 

1888 

2 

7 

325,000 

51 

166,000 

1888 

3 

8 

1,710,000 

28.4 

486,000 

1890 

4 

16 

2,268,000 

33.1 

751,000 

1910 

5 

12 

4,227,000 

28 

1,183,000 

1911 

6 

19 

3,697,000 

30 

1,114,000 

1912 

7 

6 

974,000 

27 

263,000 

1912 

8 

7 

820,000 

27 

221,000 

1912 

9 

8 

1,465,000 

29 

425,000 

1915 

10 

6 

850,000 

35 

298,000 

1916 

11 

8 

848,000 

42 

356,000 

1916 

12 

14 

2,000,000 

41 

820,000 

1916 

13 

15 

3,000,000 

62 

1,862,000 

1918 

14 

6 

426,000 

45 

192,000 

1922 


Note. —No. 13 required heavy and special construction. It is a telephone 
building. 


Office Buildings, Second Class, Masonry Walls and Wood 

Joists 


1 

4 

350,000 

18 

$63,000 

1888 

2 

6 

400,000 

15 

60,000 

1889 

3 

6 

620,000 

24.5 

152,000 

1891 

4 

6 

613,000 

20.4 

125,000 

1891 

5 

3 

383,000 

10 

38,000 

1892 

6 

3 

394,000 

12 

47,000 

1896 

7 

3 

393,000 

16 

63,000 

1903 

8 

4 

524,000 

19 

100,000 

1912 





















A LARGE BUILDING VALUATION 


239 


Stores, Fireproof, First Class 


No. 

Stories 

Cubic feet 

Rate, cents 

Original cost 

Year 

1 

4 

1,237,000 

16 

$198,000 

1906 

2 

8 

4,723,000 

25 

1,180,000 

1907 

2 

2 

1,047,000 

35 

367,000 

1921 

3 

5 

715,000 

15 

107,000 

1910 

4 

5 

160,000 

56 

90,000 

1920 

5 

8 

2,100,000 

50 

1,050,000 

1920 

6 

5 

329,000 

45 

148,000 

1921 

7 

6 

480,000 

30 

144,000 

1921 


Stores, Masonry Walls and Wood Joists, First Class 


1 

5 

465,000 

12 

$56,000 

1886 

2 

5 

834,000 

9 

74,000 

1897 

3 

4 

1,742,000 

9.5 

165,000 

1901 

4 

6 

1,795,000 

10 

179,000 

1904 

5 

6 

1,812;000 

10 

181,000 

1907 

6 

6 

784,000 

15.2 

119,000 

1910 


Warehouses, First Class, Reinforced 


1 

6 

900,000 

11 

$99,000 

1906 

2 

8 

1,452,000 

13 

187,000 

1907 

3 

9 

1,705,000 

12.5 

213,000 

1907 

4 

7 

3,602,000 

9 

324,000 

1908 

4 

3 

443,000 

16.5 

73,000 

1912 

5 

6 

1,954,000 

10.4 

203,000 

1910 

6 

8 

1,230,000 

22 

271,000 

1910 

6 

8 

1,245,000 

13.6 

169,000 

1913 

7 

6 

694,000 

11 

76,000 

1913 

8 

7 

1,621,000 

11.25 

180,000 

1914 

9 

6 

815,000 

19.6 

160,000 

1917 

10 

6 

1,350,000 

14.5 

196,000 

1918 

11 

8 

1,324,000 

22 

292,000 

1918 

12 

6 

1,109,000 

15.8 

175,000 

1919 

13 

6 

485,000 

28 

135,000 

1920 

14 

6 

700,000 

25.1 

176,000 

1920 

15 

8 

1,120,000 

20 

224,000 

1920 

16 

8 

1,836,000 

44.4 

815,000 

1920 



























240 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Lighter Manufacturing Buildings, Reinforced 


(For printing plants, etc.) 


No. 

Stories 

Cubic feet 

Rate, cents 

Original cost 

v 

Year 

1 

5 

494,000 

19.4 

$96,000 

1913 

2 

3 

116,000 

21 

25,000 

1914 

3 

3 

302,000 

16.5 

50,000 

1914 

4 

4 

610,000 

14 

85,000 

1915 

5 

4 

453,000 

10.6 

48,000 

1918 

6 

5 

450,000 

25 

110,000 

1919 

7 

3 

1,100,000 

21.25 

233,000 

1920 


Warehouses, First Class, Masonry Walls and Wood Joists 
or Mill Construction 


1 

7 

1,846,000 

12 

$222,000 

1886 

2 

5 

594,000 

7 

41,000 

1886 

2 

5 

731,000 

9 

66,000 

1900 

2 

5 

680,000 

11. 

75,000 

1912 

3 

6 

1,310,000 

12 

157,000 

1888 

4 

5 

1,300,000 

8 

104,000 

1902 

5 

5 

523,000 

8 

42,000 

1902 

5 

5 

523,000 

10 

52,000 

1912 

6 

6 

1,675,000 

10.4 

168,000 

1905 

7 

8 

1,969,000 

13 

256,000 

1906 

8 

7 

4,361,000 

HI 

490,000 

1906 

9 

6 

743,000 

10 

74,000 

1908 

10 

7 

2,430,000 

8 

194,000 

1914 


Standard Storage Warehouses 

The American Warehousemen’s Association met in 1921 and took 
up the 1920 Report. The approved standard in 1916 was slow 
burning mill construction, but in June, 1920, reinforced concrete 
was considered cheaper. This, however, would not apply close 
to the forests. The cost given was $3.75 per square foot, taken 
over the walls. The figure for New York City was put at $4.50, 
and $5.00 in 1920. This takes in the basement floor. 

The type considered was 200'X100' outside the walls, six story 
and basement. Cross walls, 3; enclosed concrete stairways, 2. 
Clearance between floors, 10 ft, but 15 ft on first. Rated floor load, 
250 lbs per sq ft. Dry pipe sprinkler system, 2-source supply. 

















A LARGE BUILDING VALUATION 


241 


Tank of 50,000 gals. Elevators, 4 of 8,000. lbs, and 4 double whip 
hoists. Heating for office. Two railroad tracks. Telephones, etc. 

Detail of Cost 

Area outside walls, 100' X200' X7 = 140,000 sq ft @ $3.75. . $525,000 
Extra for elevators whips, wiring, heat, telephones, parti¬ 


tions, plumbing, furniture for office. ...'. 50,000 

Organization and charter. 2 000 

Taxes and interest during construction. 11,620 

Interest on building during construction. 10,000 


$598,620 

On such a building the depreciation is allowed at 2 per cent per 
annum, and the obsolescence at 1 per cent. The depreciation is 
allowed above the foundation. The building proper takes in 
engineering and supervision and tank. 

Area inside the walls, 98'X195'X7' = 133,770 sq ft. Area avail¬ 
able, taking out offices, shipping and laborers’ rooms, elevators and 
stairs, 123,000 sq ft. 

No. 2 example of standard warehouse: 50'X100', 6 stories and 
basement, concrete skeleton, regular style of house, metal sash, 
one freight elevator, one combination freight and passenger. Gross 
contents, 425,000 cu ft at a construction cost without rooms of 
35^ per cubic foot, $148,750. Interest during construction, $3,470. 
Cut off 50 per cent gross space, leaving 212,500 cu ft available for 
storage. Depreciation, 2 per cent; obsolescence, 1 per cent. 

No. 3 type was also based on 35ff per cubic foot of gross contents. 
As storage space is what brings the revenue, the net has to be 
considered. Outside walls, floors for cubic data, partitions, rooms, 
corridors and halls, stairs and elevators, have all to be deducted. 
No rooms in No. 3. The cost rises when floors are subdivided into 
small fireproof rooms. The Cost-finding Committee also gave 
35^ per gross cu ft. 

No. 4, Washington, D. C., 1919, 29^ per cubic foot for a plain 
warehouse. 

No. 5 in 1919, 3 floors, 150 rooms, 26^ per cubic foot. 

No. 6, 9 stories, 8,000 sq ft to a floor, $3 per square foot, 
basement included. 

Small Rooms. In one Omaha case with a warehouse of 1,230,000 
cu ft there were 1,100 small rooms, and an allowance of 8j£ per cubic 
foot extra was made as between this half of the warehouse and the 
other half of the same size without rooms, or about $90 each. This 
was “sight unseen” and merely for assessment purposes. Properly, 
one room should be measured and estimated and the others valued 







242 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


from that. The partitions may be of tile, iron studs and wire lath, 
or reinforced. The regular insurance plats are handy for this kind 
of work, as the number of rooms is given. A modern city is platted 
out with every building colored to suit its material—wood, brick, 
fireproof, etc. This is done even for the smallest cottages, and the 
plats save an immense amount of labor in making an assessment. 
In a city of the size of Omaha four books were required, costing about 
$30 each. They are revised periodically. 

Manufacturing Buildings. The regular warehouse lists may be 
used for many kinds of these, and the railroad shop square foot 
prices for the heavy structures, and the garage style for light work. 
The heaviest railroad style is not ordinarily used, as engines are not 
hoisted by cranes. 

In a 1921 shop for materials of medium weight a square foot price 
of $3 was set. In ordinary times $2 would be enough. This for 
28,000 sq ft. For another unit of the same plant with the same 
area $2.50 was used. Heating, plumbing, crane runways, all 
included. Concrete floor, brick walls and steel sash, Federal tile 
roof. 

At another plant with 13,000 sq ft for light manufacturing, $2.50 
was used. 

But in two steel plants $1.50 was the unit, for only shells were to 
be considered, without heat, finished floors, etc. A machine shop 
was put at $2 and a foundry at $2.50. For the heaviest class of 
railroad structures, $4 and $5 would have been required in 1922. 

For a heavy outside crane runway of 250 ft 80 tons of steel were 
used. Excavation and concrete bases have to be added. 


A LARGE BUILDING VALUATION 


243 


Hotels, First Class, Fireproof 


No. 

Stories 

Cubic feet 

Rate, cents 

Original cost 

Year 

1 

4 

1,281,000 

22.5 

$288,000 

1907 

2 

7 

512,000 

26 

133,000 

1907 

3 

5 

679,000 

25 

170,000 

1912 

4 

6 

600,000 

20.8 

125,000 

1912 

5 

6 

1,312,000 

25 

328,000 

1915 

6 

15 

2,703,000 

34.1 

922,000 

1915 

7 

3 

388,000 

20.6 

80,000 

1915 

8 

8 

1,342,000 

40 

537,000 

1916 

9 

10 

1,110,000 

34 

377,000 

1918 

10 

8 

1,316,000 

36.7 

483,000 

1918 

11 

13 

700,000 

57 

400,000 

1920 


Note. —No. 10 is an athletic club with rooms. No. 11 was built at the peak 
of prices, and the ground area is small; with a special foundation these factors 
raised the unit cost. In all cases, except one, there are stores on the street level. 


Hotels, Second Class, Masonry Walls and Wood Joists 


1 

6 

1,435,000 

8 

$114,000 

1882 

2 

5 

1,300,000 

10 

130,000 

1884 

3 

5 

689,000 

11 

76,000 

1886 

4 

5 

320,000 

15 

48,000 

1886 

5 

5 

470,000 

20 

94,000 

1909 

6 

5 

670,000 

19.3 

130,000 

1911 

7 

3 

300,000 

18 

54,000 

1913 


Theaters and Movies (No Organ) 



Seats 

Per seat 




1 

900 

$39 


$35,000 

1915 

2 

1,000 

65 

. 

65,000 

1916 

3 

2,000 

80 


160,000 

1918 

4 

1,250 

66 


82,000 

1919 

5 

2,700 

100 


270,000 

1922 
































244 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Apartments, First Class, Fireproof 


No. 

Number of 
apartments 

Stories 

Cubic feet 

Rate, 

cents 

Per 

apartment 

Original 

cost 

Year 

1 

31 

4 

250,000 

30 

$2,420 

$75,000 

1912 

2 

50 

6 

450,000 

22 

2,000 

99,000 

1912 

3 

53 

4 

430,000 

30 

2,450 

130,000 

1912 

4 

44 

4 

233,000 

52 

2,750 

121,000 

1917 

5 

30 

4 

735,000 

30.6 

7,500 

225,000 

1917 

6 

110 

7 

1,057,000 

45 

4,330 

476,000 

1917 

7 

19 

4 

251,000 

38 

5,000 

95,000 

1918 

8 

183 

4 

714,000 

45 

1,750 

321,000 

1919 

9 

56 

4 

671,000 

50 

6,000 

335,000 

1920 

10 

49 

4 

320,000 

40 

2,600 

128,000 

1921 

11 

146 

4 

563,000 

50 

1,920 

280,000 

1922 


Note. Renters will not climb more than 4 stories without an elevator, even 
when houses are scarce. Few apartments up to 4 stories have an elevator. 
No. 7 is more on the hotel order than a regular apartment. Small apartments, 
low ceilings, and a few rooms in a suite run up the costs per cubic foot, as each 
suite must have plumbing for bath room and kitchen; also other equipment. 
An apartment with 14 suites was put up for 27ji, and $2,500 in 1917. 


Apartments, Best Class, with Masonry Walls and Wood 

Joists 


1 

12 

3 

182,000 

25.3 

$3,830 

$46,000 

1907 

2 

28 

3 

313,000 

22.4 

2,500 

70,000 

1908 

3 

12 

4 

194.000 

23.7 

3,830 

46,000 

1914 

4 

14 

3 

360,000 

22 

5,700 

80,000 

1915 

5 

20 

3 

150,000 

33^ 

2,550 

51,000 

1922 


Note. Many buildings are divided into 6 suites: this size does not pay 
very well, as a janitor must be hired for too small a number. Occasionally one 
janitor takes care of several buildings in the same neighborhood. 























PART II 


CHAPTER I 

RULES OF MEASUREMENT 

There are thirty pages of rules in the New Building Estimators’ 
Handbook, but they are mostly the old-style ones of Chicago, 
Missouri, etc. They are not required for appraisal work. What is 
standard in one place is not allowed in another. Unless for trifling 
exceptions actual measurement is followed in this book. The price 
is adjusted to suit difficult work instead of the measurement being 
increased. Quantities are taken net as left in the completed building. 

Excavation. In all buildings an allowance has to be made for 
this by contractors, and consequently by valuators. The size over 
the footings by the depth gives the contents in cubic yards. This 
is for the necessary displacement, and not for caving in banks. 
The price should be raised to cover any special condition. 

Piling. This is measured by the linear foot, wood or concrete. 

Concrete. Actual contents as left in the structure in cubic yards 
for ordinary work, and square feet for thin walls, according to the 
thickness. Forms for a thin wall cost as much as for a thick one. 
Charge extra for special work on a net contents basis. 

Floors and Sidewalks are taken by area, usually in square yards, 
the thickness being noted. Driveways are thicker than ordinary 
walks. 

Rubble. t It is better not to use perches and cords. A perch in 
Chicago is 25 cu ft, while the legal perch in Missouri is only 22. 
There is no standard rule. 

A cord in the quarry or forest has 128 cu ft, but only 100 in the 
•wall. It is safer to use cubic yards. 

Deduct all but the very smallest openings in a wall. It is hardly 
worth while deducting a space 18 in square. 

Cut Stone. Take ordinary work by the cubic foot and ashlar 
by the square foot, both according to quality, and the latter to have 

245 



246 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


thickness marked. Stone may be smooth, rock faced, bush ham¬ 
mered, plain or molded. 

Granite. See Chapter V for details. This is the hardest material 
and also the hardest to value. 

Marble is easier worked than granite, and is often estimated like 
the usual Bedford stone on ordinary work, with special price. 
Interior work for floors, wainscoting, partitions is taken by the 
square foot, and moldings by the linear foot. 

Terra Cotta. This material is of such a special nature that the 
manufacturers are unwilling to give any cost figures. It is all 
special work. A drawing and mold may be used for a few pieces 
or for dozens. If for three pieces, suppose, the entire cost of the 
mold comes on them. Approximately allow the same prices as for 
cut stone, and lay the errors on the manufacturers. 

Brickwork. The trade rule of 22 \ to the cubic foot need not be 
used by an appraiser. The actual building is before him, and he 
can easily find the number of brick in the wall. A space should be 
laid off to get an average. All openings are deducted. Net wall 
area or contents considered. The number of brick to the cubic foot 
is given for all possible sizes in the Brickwork chapter. 

For face brick the area is taken and the number per square foot 
found—usually about 7. Paving is taken by the square yard. 

Cement Stone. This foundation material is taken by the square 
foot at the thickness of the various parts. All openings are deducted, 
corners are not doubled, but net surface only is measured. Chim¬ 
neys are taken by the linear foot and size marked. 

Fireproofing. Whether of tile or concrete, square foot measure¬ 
ment is used and net surface only taken. This cuts out elevator 
and stair openings. Beams, ceilings and partitions are measured 
by the square foot also, and a description of thickness or style 
marked, if price is not set down on the building. Columns may be 
taken by the linear foot if circular, and small beams also. Large 
straight-line columns and beams take square foot area. 

Plaster. Net measurement is taken by the square yard. Solid 
partitions have thickness marked. Attics are also measured net, 
without extra allowance for work on slope. Measurement is taken 
down to floor, although the white or finish coat does not reach clear 
down. Outside work is also taken with net area, but where face 
timbers are used the space is so small that no deduction is made. 
In back plastered work between studs the latter would not be 
deducted. 

Woodwork. Floors, walls, partitions, ceilings and roofs are all 
taken by the square, where a detailed bill of material is not made 
out. In the case of fine floors the square foot is the usual unit. 
The building square is an area of 100 sq ft. 


RULES OF MEASUREMENT 


247 


Roofing of all kinds is taken by the square. Skylights and such 
openings are not included, but it is not worth while making a deduc¬ 
tion for small chimneys. 

Sheet-metal roofing is taken the same as the other kinds, while 
cornices, gutters, downspouts are taken by linear measure. Small 
work is figured by the square foot. 

Painting is estimated wherever the brush touches, and nowhere 
else, as a general rule, with some trifling exceptions. Looked at 
from a practical standpoint it is scarcely to be expected that a 
painter will deduct the holes in lattice work. 

Tiling. Net surface taken for ordinary work in square feet, and 
moldings, base, casings and such work by the linear foot. Angles 
in floors, on the wainscoting of a stair, and such places should be 
priced high enough. 

Standard Rule. Measure by net surface or contents in all lines, 
and raise the price high enough to take care of special work. 


CHAPTER II 


INTERSTATE COMMERCE COMMISSION DATA 

Eight Experts, Ten Railroads. For railroad-valuation work the 
Mid-Western Mechanical Valuation Committee compiled a Univer¬ 
sal Cost Book with about 250 blue-print pages. Permission was 
given to use the parts of this relating to building work in this Ap¬ 
praiser. Information was gathered from many sources and after a 
careful study the figures were set down for railroad use over a large 
territory. The men worked in conjunction with the Western 
District of the Bureau of Valuation of the Interstate Commerce 
Commission. 

The sub-committee was made up of the following men: W. L. 
Davis, Wabash; H. E. Anderson, M. K. & T.; E. F. Collins, St. 
Louis & San Francisco; E. F. Daily, C. B. & Q.; H. E. Forney, 
Southern Pacific; W. S. Lammers, Atchison, Topeka & Santa Fe; 
A. S. Ostberg, C. B. & Q.; G. W. Thomas, Sr., St. Louis & San 
Francisco. 

The roads that contributed data for the Cost Book were: C. B. 
& Q., St. Louis & San Francisco, Southern Pacific, Wabash, M. K. 
& T., Atchison, Topeka & Santa Fe, Illinois Central, C. M. & St. 
Paul, Great Northern, Union Pacific. 

The period of valuation was from 1910 to 1914, but the work was 
still being done in 1921. Appraisals have to be made for any date 
selected, and this illustrates what is pointed out in Chapter I, 
Part I, that original cost is a factor that has to be kept in view. 
Average prices are given for the selected period, but the figures 
are so arranged that prices can be carried down to subsequent years. 

“ The sub-committee was primarily interested in two phases of cost 
data: first, in the determination of the average actual price paid by 
carriers during the years 1910 to 1914 inclusive; and, second, the 
progress of prices of this same material during the years subsequent 
to 1914. 

“Prices for the years subsequent to 1914 were necessary and with 
regard to this necessity the sub-committee has attempted to classify 
the items in the Cost Book according to their percentage increase in 
cost as compared to the average cost for the period 1910 to 1914. 
If the sub-committee has been successful in this attempt, obviously 

248 


INTERSTATE COMMERCE COMMISSION DATA 249 


the necessity of a complete compilation of costs for the years subse¬ 
quent to 1914 will be eliminated. 7 ’ 

FOB. The definite points from which prices were established 
were Chicago and St. Louis. There is no freight allowed from those 
points. 

Arrangement. Net prices are usually given. The rise in all 
items is established for 1915, 1916, 1917, 1918, 1919. From the 
average base prices of 1910 to 1914 the items can be carried down 
through these years. As may be seen by the Index numbers given 
in Part I, the prices from 1910 to 1914 are practically on a level. 
This makes a good average to work from. In the U. S. Bulletin 
No. 269, except for a slight fall in 1911, the line from 1910 to 1914 
is level for the All Commodities chart. In Building Materials the 
Index numbers show 101, 101, 100, 100, 97 for the five years, and 
1913 is always base at 100. (The U. S. 1922 Revised Numbers are 
98, 98, 99, 100, 92.) 

This average base being established the committee made up 
averages for the succeeding years in the following manner: At 
Magnesia Boiler Lagging, 85 per cent, are seen the figures 00, 00, 
118, 255, 234. These percentages of increase apply on that product 
from 1915 to 1919 inclusive. The price for 1915 and 1916 was the 
same as for the base period, while 1919 gave 234 per cent more. 
For each $1 of this material in 1910-14 the price in 1919 was $3.34. 
This system is carried all through the Cost Book. 

Installation. The most valuable feature of the book is the Instal¬ 
lation part. The foundation data that are lacking are supplied in a 
special chapter of this Appraiser. Millions of dollars worth of 
machines are put in railroad shops year after year, and weird guesses 
have hitherto been made at the cost of putting them in place. 
“The cost recommended by the sub-committee is the average cost 
of the installation costs submitted, and has been given the individual 
approval of the sub-committee. 77 

An allowance has to be made for the increase in wages after the 
base period of 1910-14 for any part of the country. 

Extras. A few percentages of increase from the Cost Book on 
materials not included in the part selected are given here: 

Roofing. 00, 20, 20, 74, 74 

Steel and iron pipe. 09, 63, 213, 131, 134 

Blast, galvanized pipe. 09, 50, 75, 103, 103 

Sewer pipe. 00, 19, 42, 88, 118 

Cast-iron fittings. 06, 43, 119, 119, 119 







250 APPRAISERS' AND ADJUSTERS' HANDBOOK 


Valuation Department Cost Data 


M'agnesia Boiler Lagging, 85 per cent: 00, 00, 118, 255, 234 


Thick¬ 

Price, j 

Thick¬ 

Price, 

Thick¬ 

Price, 

Thick¬ 

Price, 

ness, in 

sq ft 

ness, in 

‘ sq ft 

ness, in 

sq ft 

ness , in 

sq ft 

1 

2 

0.081 

U 

0.126 

21 

0.192 

21 

0.261 

7 

8 

.09 

If 

.147 

2f 

.216 

31 

.294 

1 

.09 

If 

.159 

21 

.225 

31 

.315 

U 

.102 

U 

.171 

2f 

.237 

4 

.36 


List Prices of J-M Sectional Pipe Covering and Fittings, 

Extra Thickness 


Inside 
diameter 
cf pipe, in 

lj inches 
thick per 
lin ft 

2 inches 
thick per 
lin ft 

Double standard 
thick per 
lin ft 

3 inches 
broken joint 
lin ft 

1 

$ 0.52 

$ 0.85 

$ 0.75 

$ 1.40 

2 

.64 

1.00 

.90 

1.65 

3 

.76 

1.15 

1.10 

1.90 

4 

.88 

1.35 

1.40 

2.20 

5 

1.00 

1.55 

1.60 

2.50 

6 

1.10 

1.70 

1.80 

2.70 

8 

1.35 

2.00 

2.50 

3.15 

10 

1.65 

2.40 

2.90 

3.65 

12 

1.85 

2.70 

4.10 

4.10 

*16 

2.35 

3.30 

5.10 

5.10 

*18 

2.60 

3.60 

5.60 

5.60 

*20 

2.85 

4.00 

6.00 

6.00 

*24 

3.30 

4.50 

7.00 

7.00 

*30 

4.00 

5.50 

8.40 

8.40 


* All magnesia coverings above 14 in furnished in segmental form ; other 
coverings in sectional form in all sizes. 


Boiler covering, 00, 00, 118, 255, 211. Per pound, $0,093. 


Shingles, J-M Transite Fireproof, Standard Thickness £ In, 

per Hundred 


Color 

No. 1, 
16"X16" 

No. 2, 
16"X16" 

No. 3, 

12"X12" 

No. 4, 
12"X12" 

Gray. 

$ 5.83 

$ 6.00 

$ 3.33 

$ 3.50 

Slate. 

8.17 

8.33 

4.50 

4.67 

Red. 

8.17 

8.33 

4.50 

4.67 








































INTERSTATE COMMERCE COMMISSION DATA 251 


BRICK 

07, 09, 40, 67, 67 

Brick, No. 1 common building only (f. o. b. point of 


origin). per M. $6.50 

Brick, No. 1, common, laid in building wall, including 

average freight and all other expense. “ 20.00 


Average cost of common brick laid in boiler settings or shop 
furnaces, including labor, freight and all other expenses, for the 
following states is: 



Common brick 

Fire brick 

No. 1 

No. 2 

No. 1 

No. 2 

North Dakota, per M . . 

$28.25 

$25.08 

$49.60 

$43.90 

South Dakota, * ‘ 

29.40 

25.69 

53.92 

47.92 

Nebraska, lt 

26.19 

23.29 

50.38 

44.63 

Kansas, li 

23.86 

21.23 

45.28 

39.88 

Missouri, “ 

23.14 

20.60 

45.15 

39.75 

Colorado, “ 

29.54 

26.25 

50.23 

44.45 

Oklahoma, ‘ ‘ 

22.79 

20.34 

53.98 

47.98 

Texas, “ 

24.37 

21.74 

46.72 

41.22 

Illinois, “ .. 

22.72 

20.25 

43.25 

38.00 

Iowa, 11 .. 

22.53 

20.10 

43.84 

38.54 


Note. Fire brick listed as No. 1 are of the highest grade. No. 2 are of the 
grade ordinarily used. 


Electrical Material and Supplies 

Asbestos, Transite or Asbestos Lumber 

PLAIN FINISH EBONY FINISH 


Thickness, 

in 

Weight per 
square foot, 
lbs 

Square foot 

Thickness, 

in 

Weight per 
square foot, 
lbs 

Square foot 

l 

8 

1 

$0.10 

l 

4 

2§ 

$0.48 

1 

4 

2 

.20 

X 

2 

5 

.78 

1 

2 

4 

.40 

3 

4 

7* 

1.02 

1 

8 

.65 

1 

10 

1.14 

H 

12 

.80 

u 

15 

1.74 

2 

16 

1.00 

2 

20 

2.58 




























252 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Conduit, Bituminized Fiber 

SOCKET JOINTS FIBER ELBOW 


Inside 

diameter, 

in 

Weight 
per foot 
lbs 

Per foot 

1 

1.24 

$0,043 

2 

1.95 

.048 

3 

2.08 

.053 

4 

4.25 

.06 


Inside 

diam. 

in. 

1 

Radius, inches 

Each 

1 

8". 

$0.85 

2 

12". 

.95 

3 

18". 

1.10 

31 

20". 

1.20 

4 

30". 

1.40 


Each 


Cover, manhole, with frames, cover 21-in diameter, 540 lbs..$17.50 


< < n 

< < u < i 

24“ 

330 “ 

.. 9.75 

n u 

n t ( u 

30 “ “ 

292 “ , 

.. 5.85 

it it 

it a it 

20 “ “ 

107 “ 

.. 1.20 

Poles, white cedar, following sizes: 




Weight, lbs Each 


Weight, lbs Each 

20'X6" top.... 

.. 190 $1.04 

40'X7" top.. 

... 850 

$8.40 

22'X6" “ ... . 

..225 1.64 

45'X7" “ .. 

. . . 1,100 

10.89 

25'X6" “ .... 

.. 250 1.85 

50'X7" “ .. 

. .. . 1,350 

13.79 

30'X6" “ .... 

.. 350 3.00 

55'X7" “ .. 

. . . . 1,700 

15.95 

35'X6" “ .... 

.. 450 4.89 

55'X8" “ .. 

. ... 2,200 

20.33 

35'X7" “ .... 

.. 600 7.54 




Posts, cutter 

ornamental “Riverside," base, 

3 ft 6 in 

high by 

18 in, largest diameter; column, 

8| in, largest diameter; 

pendant 

globe, 11 ft from ground; top globe, 14 ft from ground, 

distance 

c to c, globes 40 

in, globes 8"X12' 

', sizes as follows: 


* Weight, lbs Each 


Weight, lbs 

Each 

1 light post. .. . 

.. 450 $25.00 

5 light post.. 

. 85 

$30.00 

3 “ “ .... 

.. 500 27.50 





Note. For foot cast iron ground section for above posts, $6.50 added to 
above price. 
































INTERSTATE COMMERCE COMMISSION DATA 253 


Electrical Material and Supplies 


Area in 
square 
feet 

Imperial black electrical slate, 
plain finish 

Monson black electrical slate, 
plain finish 

1" thick 
or less 


1 \ ff 

2" 

1" thick 
or less 

11" 

11" 

2" 

lto 3 

0.52 

0.58 

0.66 

0.82 

0.72 

0.90 

1.08 

1.44 

8 to 12 

.66 

.72 

.78 

.94 

1.08 

1.26 

1.44 

1.80 

15 to 20 

.80 

.86 

.92 

1.10 

1.44 

1.62 

1.80 

2.16 

30 to 35 

1.04 

1.14 

1.24 

1.48 

1.98 

2.16 

2.34 

2.70 


Note. Slate 1 in thick weighs 14 lbs per square foot. 

Slate 1 in thick crated weighs 16 lbs per square foot. 

Bevel, | in is 1*5 per lin ft. Sand rubbing (2 faces), 4(4 per square foot 
Bevel, | in is 2j- per lin ft..up to 16 sq ft, and per square foot 
Bevel, 1 in is 3j£ per lin ft. for larger sizes. 


Flues. Boiler, standard charcoal iron: 08, 49, 152, 152, 152: 


Outside diameter, 
inches 

Price per foot 

Weight per foot, 
lbs 

Birmingham 

Gauge 

n 

.0113 

1.40 

13 

2 

.083 

1.91 

13 

3 

.146 

3.33 

12 

4 

.229 

5.47 

10 


Installation 

Boilers and Stacks 


Labor unloading and erecting horizontal return 

tubular boilers, ready for brickwork. $5.00 per ton 

For Heine & Murray type water tube boilers 

(400 h p and smaller). 6.00 

For Stirling water tube boilers. 8.00 

For B. & W. water tube boilers. 7.00 

For Edgemore water tube boilers (400 h p and 

smaller). 7.00 

Labor unloading setting material.25 

Labor placing fire brick in setting. 12.00 per M. 

Labor placing common brick in setting. 10.00 

Labor erecting one stack including all expense 

except for dead men for guy fastenings.015 per lb. 

For each additional stack, one-half of this amount, or . 0075 ‘ ‘ 

































254 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Painting Stationary Boiler Smoke Stacks 


Size of stack 

Square feet, 
surface 

Labor 

Material 

Total 

16"X20'. 

.84 

$0.34 

$0.43 

$0.77 

16"X25'. 

105 

.42 

.53 

.95 

16"X30'. 

126 

.51 

.64 

1.15 

20"X20'. 

105 

.42 

.53 

.95 

20"X25'. 

.135 

.52 

.67 

1.19 

20"X30'. 

157 

.63 

.80 

1.43 

24"X20'. 

126 

.51 

.64 

1.15 

24"X25'. 

157 

.63 

.80 

1.43 

24"X30'. 

188 

.75 

.96 

1.71 

30"X20'. 

157 

.63 

.80 

1.43 

30"X25'. 

196 

.78 

1.00 

1.78 

30"X30'. 

236 

.94 

1.20 

2.14 

36"X20'. 

188 

.75 

.96 

1.71 

36"X25'. 

235 

.94 

1.20 

2.14 

36"X30'. 

283 

1.13 

1.44 

2.57 


Material: Niles Structural Black Paint covers surface of 300 sq ft, . 

per gallon, one coat; cost per sq ft, $.0051.* 

Labor: $.004 per sq ft. All before erection. 


Conduit 

Average labor cost per foot of installing metal conduit for electric 
power distribution and motor wiring in railway shops: 


.$.02 per ft 2" $.08 per ft 

f".03 “ 2\" .12 “ 

1".04 “ 3".15 ‘ ‘ 

1|".05 “ 3U'.18 “ 

l\" .06 “ 4".20 “ 


Above labor units do not include cost of installing cabinets, pull 
boxes, condulets, etc., and must be added according to judgment of 
engineers in the field. 


































INTERSTATE COMMERCE COMMISSION DATA 255 


Machinery—General Classification 


Machine 


Accumulators. 

Accumulator weights.. . 

Anvils.Each 

Boilers—Loco. type.. . . 
Boilers—Small vert.... 

Borer—Car wheel. 

Borer—Car. 

Borer—Loco, cyl. 

Bar—Portable—Boring. 
Blower—Pres., small. . . 
Blower—Pres., large. . . 

Bender—Eye. 

Bender—Pipe. 

Bender—Special. 

Bulldozer—Small. 

Bulldozer—Large. 

Brake—Large. 

Brake—Small. 

Centering machine. 

Compressor—St. line.. . 
Compressors—Others.. . 

Cutter—Bolt. 

Cutter—Flue. 

Cutter—Staybolt. . . 

Cutter—Pipe. 

Cutter—Gear. 

Crane—Bracket.... 

Crane—Jib. 

Crane—Bridge. 

Crane—Hyd. tower . 

Crane—Gantry. 

Crane—Runway... . 

Clamp—Hand. 

Clamp—Power. 

Drill—Sensitive. . . . 
Drill—-Upright.... 
Drill—Radial. 


Engines—Gas. 

Engines—High speed 

auto. 

Engines—heavy duty 


Exhauster. 

Facing machine. 

Forges. 

F orgers—Large. 
Forgers—Small.. 
Grinders—T ool. 
Grinders—Plain 
Univ. 


ter. 


Gainers.. 

Generators—Electric. . 

Hammer—Helve. 

Hammer—Steam. 

Hoists—Locomotive... 
Jacks, Hyd., drop pit. . 


Per cwt. 

Machine 

Per cwt. 

$0.60 

Jacks, Pneu., drop pit. . 

6.00 ea. 

. 125 

Jointers. 

.75 

.75 

Keyseaters. 

.75 

.25 

Lathes—Brass. 

. 50 to . 60 

. 35 

Lathes—Eng. 16"—24".. 

. 50 to . 60 

.40 to .50 

Lathes—Eng. 24"-48".. 

.35 

.50 

Lathes—Eng. 48"-72".. 

.30 

. 40 to . 50 

Lathes—Driving wheel. 

.25 

2.00 ea. 

Lathes—Axle. 

.35 

1.00 

Lathes—Car wheel. 

.30 

.75 

Lathes—Turret. 

.50 

.75 

Lathes—J ournal. 

.35 

.50 

Lathes—Automatic.... 

.60 

.50 

Mills—Boring, 36"-48". 

.35 

.35 

Mills—Boring, 50" and 


.25 

up. 

.30 

.50 

Millers—Planer type. . . 

.30 

.50 

Millers—Column, large. 

.50 

6.00 ea. 

Millers—Column, small 

.40 

. 40 to . 50 

Millers—Vertical. 

.35 

. 50 to . 60 

Motors—Electric. 

. 50 to 1.25 

.60 

Mortiser—Chisel. 

.50 

.75 

Mortiser—Saw type. ... 

.50 

.60 

Moulder. 

.50 

,50 

Press—Hyd., large. 

.30 

.50 

Press—Hyd., small. . . . 

.30 

.40 

Plates—-Face, average. . 

4.00 ea. 

' 40 

Planei—24"-42". 

.40 

AO 


.30 

.75 

Planer—Crank. 

.40 

. 40 to .75 

Planei'—Wood dimen- 


50 

sion. 

.30 

.40 

Planer—Wood surface.. 

.40 

35 

Planer—Matcher. 

.40 

1 25 

Pumps—-Air. 

5,00 ea. 

1 00 to 1 25 

Pumps—W ater. 

. 50 to 1.00 

. 60 to .75 

Pumps—Water centrif.. 

.50 

. 60 to .75 

Pumps—Vacuum. 

. 50 to 1.00 

. 50 to .75 

Punches and shears.... 

.35 


Quartering machine. . . . 

.30 

. 50 to . 60 

Rolls—Bending, large. . 

.25 

. 35 to . 50 

Rolls—Bending, small. . 

.35 

.50 

Riveters—Hydr. 

.30 

75 

Rattlers—Flue. 

.25 


Rattlers—Casting. 

.25 

35 

Resaw—Band. 

.50 

25 

Resaw—Circular. 

.40 

35 


.25 

1.00 

1 

Racks—Test. 

7.00 ea. 

Saws—Cold cut. 

.35 

1.00 

Saws—Band. 

. 60 

Saws—-Rip, hand feed . . 

.60 

1.25 

Saws—Rip, self feed... . 

.40 

.60 

Saws—Cut off. 

.40 

.40 

Saws—Cut off, auto... . 

.40 

.50 

Shapers—Pillar. 

.40 

.40 

Shapers—Traverse. 

.30 

.25 to .40 

Shapers—Draw cut. . . . 

. 50 

.60 

Slotters—Double hd.. . . 

. 50 

6.00 ea. 

Slotters—Single hd. 

.35 

























































































256 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Machinery—General Classification— Continued 


Machine 

Per cwt. 

Machine 

Per cwt. 

Separators—dhip 

$0.50 

.50 

.50 

.35 

Welder—Flue. . 

$0.40 

.50 

2.00 ea. 
.75 

Shaper, wood. 

Welder—Electric. 

T enoners—W ooci 

Welder—Oxy-acetylene. 
Workers—W^ ood 

T apper—N ut 




Note. Classification based on average-sized machine and ordinary floor- 
level installation. 

In each case the above installation cost per hundredweight includes all items of 
expense, as follows: Unloading from car; moving to point of installation; 
cleaning; assembling in place; leveling and adjusting; grouting (on foundation 
already in place); applying nuts to foundation bolts; painting; hanging counter 
shaft (to structure already in place); material used to accomplish the above; 
and use of tools and supervision. 

Pipe, in Yards 

Basic Assumptions. Cost of delivering pipe from car or store¬ 
house to place where made up, $4 per net ton. 

No allowance had been made for supervision, use of tools or other 
overhead. Each carrier should use its own development; how¬ 
ever, ordinarily this should amount to about 15 per cent of the labor. 

Joints of pipe in commercial lengths average 16 ft long. 

Costs per hour for piping gangs as shown below: 


Gang for to 1" pipe: Gang for to 5" pipe: 


Pipe fitter.. 

$0.38 

Pipe fitter. 

$0.38 

Helper. 

.22 

Helper.... 

.22 

ang for lj" to 3" pipe: 

$0.60 

2 laborers. 

Gang for 6" pipe and up: 

.36 

$0.96 

Pipe fitter. 

$0.38 

Pipe fitter. 

$0.38 

Helper. 

.22 

Helper. 

.22 

Laborer. 

• 18 

$0.78 

4 laborers. 

.72 

$1.32 


Pipe 

The use of the costs shown in following tables is as follows: 

Assume that it desired to compute the cost of labor for installing 
200 ft of 2-in pipe laid on the surface of the ground. The computa¬ 
tion would then be 200X.0155 for delivery and making up, plus 
the per cent developed by the carrier for supervision, plus $.07 
for each cut and thread in excess of those provided on commercial 
length pipe, plus $.08 for each valve or fitting (not couplings) in 
the 2-in line. 

Any cost for hangers, boxing, excavation of trench and similar 
work would be additional. 
































INTERSTATE COMMERCE COMMISSION DATA 257 


Pipe, Surface Work 


Size 

of 

pipe 

in. 

Per cut 
and 
thread 

Per foot of pipe 

For 

making 

up 

per valve 
or 

fitting 

Joints of 
pipe 
made up 
by gang 
per 
hour 

Delivery 

to 

place 

Making 
up in 
place 

Total 
delivery 
making up 

l 

4 

$0.03 

$0,002 

$0.0038 

$0.0058 

$0.04 

10 

1 

.03 

.002 

.0038 

.0058 

.04 

10 

1 

.04 

.0034 

.0038 

.0072 

.04 

10 

n 

.05 

.0045 

.005 

.0095 

.05 

10 

i* 

.06 

.0054 

.0063 

.0117 

.06 

8 

2 

.07 

.0073 

.0082 

.0155 

.08 

6.1 

2* 

.09 

.0116 

.0098 

.0214 

.095 

5.1 

3 

.12 

.0152 

.0098 

.0250 

.095 

5.1 

4 

.20 

.0216 

.0120 

.0336 

.11 

5.0 

5 

.30 

.0292 

.0158 

.0450 

.16 

3.8 

6 

.39 

.0379 

.0159 

.0538 

.20 

5.2 

8 

.60 

.0494 

.0275 

.0769 

.28 

3.0 


Pipe, Overhead Work 


i 

4 

$0.03 

$0,002 

$0.0094 

$0.0114 

$0,095 

4.0 

3 

4 

.03 

.002 

.0094 

.0114 

.095 

4.0 

1 

.04 

.0034 

.0094 

.0128 

.095 

4.0 

U 

.05 

.0045 

.0125 

.0170 

.120 

4.0 

1* 

.06 

.0054 

.0167 

.0221 

.160 

3.0 

2 

.07 

.0073 

.0250 

.0323 

.245 

2.0 

2h 

.09 

.0116 

.0297 

.0413 

.290 

1.7 

3 

.12 

.0152 

.0297 

.0449 

.290 

1.7 

4 

.20 

.0216 

.0316 

.0532 

.320 

1.9 

5 

.30 

.0292 

.0316 

.0608 

.320 

1.9 

6 

.39 

.0379 

.0317 

.0696 

.320 

2.6 

8 

.60 

.0494 

.0550 

.1024 

.56’ 

1.5 


Covering, Asbestos Pipe and Sheet-metal Jacket, Including 
Distribution. Jacket Made Up. No allowance made for super¬ 
vision; however, ordinarily 10 per cent of labor should be allowed. 

Basis: One pipe fitter, $0.38 
One laborer, . 18 


$0.56 per hour 





















258 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Surface and Overhead Work, Straight 


Asbestos pipe covering 

Sheet metal jacket 

Size of 

Linear foot 

Labor 
per foot 

Size of 

Linear foot 

T 

pipe, 

inches 

applied 
per hour 

pipe, 

inches 

applied 
per hour 

per foot 

1 to 2| 

40 

$0,014 

1 to 

40 

$0,014 

3 to 5 

30 

.0153 

3 to 5 

30 

.0153 

6 to 9 

20 

.028 

6 to 9 

20 

.028 


Painting Sheet Metal Jacket— Two Coats of Paint 


Size of 
jacket, 
inches 
diam¬ 
eter 

Per 

linear 

foot 

Basis 

per 

square 

yard 

Size of 
jacket, 
inches 
diam¬ 
eter 

Per 

linear 

foot 

Basis 

per 

square 

yard 

Size of 
jacket, 
inches 
diam¬ 
eter 

Per 

linear 

foot 

Basis 

per 

square 

yard 

3 

$0,022 

$0.25 

7 

$0,035 

$0.17 

11 

$0,048 

$0.15 

4 

.029 

.25 

8 

.04 

.17 

12 

.054 

.15 

5 

.029 

.20 

9 

.045 

.17 

13 

.057 

.15 

6 

.035 

.20 

10 

.049 

.17 

14 

.061 

.15 


Pipe, Vitrified Sewer 


Size of pipe, 
inches 
diameter 

Estimated weight per foot, 
pounds 

Per foot for laying, includ¬ 
ing distribution and 
cement for joints 

4 

9 

$0,023 

6 

16 

.036 

8 

24 

.055 

10 

32 

.073 

12 

50 

.10 

15 

70 

.127 



















































INTERSTATE COMMERCE COMMISSION DATA 259 


Poles, Wood, for Electric Power Distribution in Shop Yards 

of Railways 


Size 

feet 

Distri¬ 

buting 

Shav¬ 

ing 

and 

gain¬ 

ing 

Digging hole 

Set¬ 

ting 

Paint¬ 

ing 

includ¬ 

ing 

paint 

Totals 

In 

sand 

In 

earth 

Earth 

and 

stone 

In 

sand 

In 

earth 

Earth 

and 

stone 

20 

0.30 

0.25 

0.45 

0.95 

1.50 

0.75 

0.40 

2.15 

2.65 

3.20 

25 

.35 

.30 

.55 

1.20 

1.80 

1.00 

.50 

2.70 

3.35 

3.95 

30 

.40 

.35 

.75 

1.55 

2.40 

1.25 

.60 

3.35 

4.15 

5.00 

35 

.50 

.40 

.90 

1.95 

3.00 

1.50 

.70 

4.00 

5.05 

6.10 

40 

.60 

.45 

1.20 

2.30 

3.40 

1.75 

.80 

4.80 

5.90 

7.00 

45 

.70 

.50 

1.50 

2.70 

3.90 

2.10 

.95 

5.75 

6.95 

8.15 

50 

.80 

.60 

1.80 

3.05 

4.30 

2.50 

1.10 

6.80 

8.05 

9.30 

55 

.90 

.80 

2.15 

3.50 

4.90 

2.90 

1.30 

8.05 

9.40 

10.80 


Note. Above units are for average conditions. Labor cost of installing 
cross-arms on poles, 25fS to 35^. 


Shafting, Main Line 


Estimated cost of erecting when shaft is 16 feet overhead 


Diameter of shaft 
inches 

Weight of shaft 
^er foot, nound 

One 

20-ft 

length 

shaft¬ 

ing 

3 bear¬ 
ings 

One 

hanger 

of 

aver¬ 

age 

drop 

One 

collar 

One coupling 

1 pulley 9-in face by 
22-in diameter 

Flange 

Ribbed 

com¬ 

pres¬ 

sion 

Collins 

com¬ 

pres¬ 

sion 

Solid 

cast 

Split 

cast 

Split 

steel 

Split 

wood 

1J 

6 

$2.40 

$0.80 

$0.20 

$0.60 

$0.80 

$0.80 

$0.80 

$1.20 

$1.20 

$1.40 

2 

11 

3.20 

1.00 

.20 

.60 

.80 

.80 

.80 

1.20 

1.20 

1.40 

3 

24 

5.30 

1.40 

.20 

.90 

1.10 

1.10 

1.00 

1.40 

1.40 

1.50 

4 

43 

8.00 

1.80 

.30 

1.20 

1.60 

1.60 

1.40 

1.60 

1.60 

1.70 

5 

67 

11.20 

3.50 

.40 

1.80 

2.00 

2.00 

1.60 

2.00 

2.00 

2.10 

6 

96 

18.00 

4.60 

.50 

2.80 

4.00 

4.00 

1.80 

1.80 

2.80 

2.80 


This estimate includes all labor and all expense for special trestles 
or staging, use of tools and 10 per cent of the whole erecting cost 
for supervision. It is assumed that all overhead structural supports 
and hanger blocks are in place, bolt holes all drilled or bored, all 
key ways cut and all keys, set screws, bolts, nuts, washers, shafting, 
hangers, collars, couplings and pulleys provided and delivered on 
shop floor. 





































260 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Wire, Rubber Covered, in Conduit for Electric Distribution 
and Motor Wiring in Railway Shops 


Solid, per foot 

Duplex, per foot 

Stranded, per foot 

No. 14.. 0.004 

No. 14. . 

. 0.0065 

No. 8. .. 

.. 0.0078 

No. 3/0. 

0.0227 

No. 12.. .005 

No. 12. . 

. .007 

No. 6. . . 

. .01 

No. 4/0. 

.0246 

No. 10.. .006 

No. 10. . 

. .0088 

No. 4. . . 

. .012 

No. 250,000 CM. 

.0262 




No. 2. . . 

. .0146 

No. 300,000 CM. 

.0277 




No. 1. . . 

.. .0166 

No. 400,000 CM. 

.0299 


Above labor units include cost of making splices and taps. 


Wire, Exposed on Knobs and Cleats for Electric Power 
Distribution and Motor Wiring, as Found in Railway 
Shops 


Solid, 

per foot 

Solid 

per, foot 

Stranded, per foot 

Stranded, per foot 

No. 14. 

. 0.0104 

No. 6. 

.. 0.0240 

No. 4. . 

. 0.0285 

No. 2/0. 

0.0454 

No. 12. 

. .0128 

No. 4. 

.. .0285 

No. 1. . 

. .0375 

No. 4/0. 

.0537 

No. 10. 

. .0147 

No. 2. 

.. .0337 

No. 0. . 

. .0413 

No. 


No. 8. 

. .0194 

No. 1. 

.. .0375 



500M.CM 

0.77 


Above labor units include labor cost of installing knobs, cleats, 
tubes, etc. Also include total cost of making splices and taps. 






















INTERSTATE COMMERCE COMMISSION DATA 261 


Ash, 1st or 2d clear, rough dry 

Lumber 

Percentage of raise, 
1915 to 1919 

00, 00, 00, 98, 95 

M Bd ft S60 

Basswood, clear, dry, rough.. 

03, 11, 19, 42, 34 

< < 

38 

Birch, 1st or 2d clear, dry, 
rough. 

03, 11, 19, 42, 34 

< < 

51 

Cedar, piling (point of origin) 

03, 11, 19, 42, 43 

Lin ft 

0 

Cherry, 1st or 2d clear, dry, 
rough. 

00, 00, 40, 40, 40, 

M Bd ft 125 

Cypress (average). 

00, 00, 00, 23, 23 

< < 

31 

Fir, rough (average). 

00, 00, 25, 58, 58 

< < 

23 

Hickory, No. 1 common, 
rough (average). 

02, 09,103,103,103. 

(c 

63 

Mahogany, 1st or 2d clear, 
dry, rough (average). 

00, 12, 68, 69, 69 

< < 

160 

Maple, clear, 1st or 2d (aver.) 

00, 00, 30, 42, 42 

00, 00, 18, 49, 49 

< < 

54 

White oak crossing plank. . . 

c c 

24 

Oak, quarter sawed (average) 

01, 05, 09, 75, 75 

11 

79 

Oak, white post or burr, rough 
(average). 

00, 00, 18, 49, 49 

< ( 

25 

Oak, white No. 1, car timber. 
Pine, longleaf, yellow, heart 
grade, close grain, bridge 
and trestle timbers. 

00, 00, 18, 49, 49 

< i 

24 

00, 00, 23, 48, 48 

< l 

27 

Pine, longleaf yellow, No. 1 
common (average). 

00, 00, 00, 12, 12 

11 

21 

Pine, “A,” select, white, dry, 
rough (ready for pattern 
making). 

00, 00, 00, 12, 12 

00, 00, 23, 48, 48 

l c 

74 

Pine, Norway, rough (aver.). 

i ( 

30 

Poplar, 1st or 2d clear, yellow, 
dry, rough. 

00, 00, 02, 54, 54 

l ( 

61 

Walnut (average). 

00, 00, 00, — , — 

11 

125 


90 

00 

90 

14 

90 

75 

05 

00 

00 

00 

50 

50 

75 

65 

00 

00 

80 

00 

95 

.30 















CHAPTER III 


EXCAVATION AND PILING 

Original Surface. A contractor has usually to make an allowance 
for clearing off the site of a proposed building, but a valuator comes 
to a finished product that may be from a few months to fifty years 
old. The original surface may have been far above or below the 
established grade. This allowance, if any, has to be decided on 
locally. 

Trees. In Salt Lake City, at the rate of about 60j£ per hour for 
common labor, bids were received for cutting down trees as follows: 
For 6 in or less, $4 to $5 each; greater than 6 in and less than 12 in, 
3 bids, $7, $9, $10; 12 in and greater diameter, 2 bids, $5 and $10. 
For a 16-in tree 2 men should cut down, trim, take out root and 
load on wagon in 12 hr or 24 in all. 

Trenches. For ordinary work in good soil, and throwing on bank 
only, allow 1 cu yd per hour for 1 man. This for cottage excavation. 
From this basis judgment must decide whatever more or less should 
be right. Half as much might be enough in winter with frozen 
soil; and also in summer with water to contend with and mud work 
to .fight. Extreme heat and extreme cold cut down the normal 
output as mhch as 15 per cent, but how is a valuator to know when 
a building was erected and how the thermometer stood? 

Large store excavations in cities under ordinary conditions of soil 
and weather run from 50 to 80 min per cu yd complete, that is, 
including teams and hauling a reasonable distance. Bad soil or 
conditions might run the time up to 100 and 120 min per cu yd. 
Averaging wages at 60j£ per hour, or 1^ per minute, the cost per yard 
is easily found; or any rate of wages can be applied. On a very 
large, deep, wet job the contractor had a bill of 300 min per cu yd. 

Machine Foundations. On these with all kinds of complicated 
shapes and angles allow from 200 to 250 min per yd, or at 60^ per 
hour, $2.00 to $2.50. With the very large machines and continuous 
foundations, such as driving wheel lathes, and in good soil each 
man should be able to throw out .1 yd per hr, to the ordinary depth 
of not more than 5 ft. The 200- and 300-minute rates were taken 
from wet soil work. 


262 


EXCAVATION AND PILING 


263 


TABLE 1 

Excavation Table per Cubic Yard on Basis of Common Labor 
at 60 Cents per Hour 



Cost 
per yard 

Yard per 
hour, 1 man 

Ordinary trenches. 

$1.05 

0.57 

For each 4 ft deep beyond the first 4 ft add 
to $1.05 . 

.45 

.40 

Backfilling... 

.45 

1.33 

Spreading on lot... 

.18 

3.33 

Wheeling about 25 lin yds. 

.45 

1.33 

Carting away old building material. 

3.00 



Multiply the “Yd. per hr, 1 man” by any rate of wages. Thus, 
the first item allows 57 yd. which at 45 per hour comes to 79^; 
at 80 £ per hour, $1.40. 

Depth. With ordinary depths the foregoing figures will serve, 
as large excavations are handled by power machines that lift a yard 
onto a wagon as easily in a deep basement as on the surface, and 
what horses or trucks lose below is averaged with the gain at the 
start. For extraordinary depths only a special investigation can 
decide what rate should be used. For trenches, piers and pits the 
Chicago rules allow 75 per cent increase every 5 ft down. Either 
time or money allowance can be based on this. Down to 5 ft, 
actual contents, or 100 per cent; from 5 ft to 10 ft, actual contents 
of this part plus 75 equals 175; from 10 ft to 15 ft, actual contents 
of this part plus 150 equals 250. 

Hauling. In case this has to be considered a team travels about 
2 miles per hour with a load on a paved street; unpaved, If. The 
load is from If to If cu yd. Trucks make 8 miles an hour and 
easily carry several times the load of a horse wagon. 

Backfilling. For ordinary work allow 2 cu yd per hour for 1 man; 
if the soil is packed and has to be thrown 6 to 8 ft, 1 yd. 

Filling and Tamping. Per man, If cu yd per hour for ordinary 
work with timbers at 5-ft centers. Where ties are set at about 
2 ft, half that allowance. 

Sheet Piling. If this had certainly been a part of the excavation 
the appraiser should make an allowance. It might have been only a 
few plank braced in, or all the surface might have been covered. 
On the basis of labor at 60^ per hour allow for that and material at 
from to 12^ per sq ft wherever the plank touched, which means 
both sides. At best, this part of the work is only a guess. 













264 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Rock. On a 60^ basis allow $2.40 per cu yd for ordinary work; 
on large work with air drills, $1.60. These figures might be doubled 
on some kinds of street work where protection is required. 

Foundations. So far as fire insurance goes the excavation and the 
safe part of the basement do not need to be included, and, as noted 
elsewhere, the Factory Mutuals pay no attention to what is below 
the ground. 

Caissons. Allow 8 hr per yd to a depth of 30 ft, and with large 
piers; for small, 10 hr. These figures might be doubled if very 
wet soil had to be handled. 

TABLE 2 

Circular or Cistern Excavation Table per Foot of Depth 
in Cubic Yards 


(The diameter in feet is given between the earth walls or outside 
of the masonry.) 


Diameter in 
feet 

Cubic yards 
taken out 

Diameter in 
feet 

Cubic yards 
taken out 

2 

12-100 or 0.12 

10 

2.91 

3 

26-100 or 0.26 

11 

3.52 

3.5 or 3 ft 6 in 

0.36 

12 

4.19 

4 

0.47 

13 

4.92 

4.5 or 4 ft 6 in 

0.59 

14 

5.70 

5 

0.73 

15 

6.55 

5.5 or 5 ft 6 in 

0.88 

16 

7.45 

6 

1.05 

17 

8.41 

6.5 

1.23 

18 

9.43 

7 

1.43 

19 

10.50 

7.5 

1.63 

20 

11.64 

8 

1.86 

22 

14.10 

8.5 

2.10 

24 

16.76 

9 

2.36. 

26 

19.67 

9.5 

2.58 

28 

22.80 



30 

26.18 


Table for Conduits and Curbing is set on a 5 cu yd basis per 8 hours 
when a depth of 28 in is reached, and a little less as the surface is 
approached. It often happens that the hardest of the work is 
breaking through the surface in winter and down for a foot or even 
two feet. The “neutral axis” might be set at 3 ft down: from this 
level, up or down, the work is usually harder. With a depth of 3 ft 
to 6 ft an allowance of 5 cu yd may be made, and some men would 
exceed it from 10 to 50 per cent; and the digging from 3 down to 4 
and 4 ft 6 in makes up for the extra labor to the 6-ft level, so that a 
5 cu yd allowance is fair on ordinary soil. 












EXCAVATION AND PILING 


265 


TABLE 3 


Excavation Table for Conduits and Curbing in Ordinary 
Soil, Linear Feet for One Man in 8 Hours 


Depth 

12 " 

16 " 

20 " 

24 " 

28 " 

Width 12 in. 

100 

79 

67 

61 

58 

“ 16 in. 

75 

59 

50 

46 

44 

“ 20 in. 

60 

47 

40 

37 

35 

“ 24 in. 

50 

40 

34 

31 

29 

“ 28 in. 

40 

34 

28 

26 

25 


TABLE 4 


Excavation Table for Sewers, Steam Mains, Gas and Water 
Pipes, Linear Feet for One Man in 8 Hours on a 5-Cubic 
Yard Basis for Ordinary Soil 


Depth 

3 ' 

3 ' 6 " 

4 ' 

4 ' 6 " 

5 ' 

5 ' 6 " 

6 ' 

Width 2 ft 0 in. 

23 

19 

17 

15 

14 

12 

11 

“ 2 ft 6 in. 

18 

16 

14 

12 

11 

10 

9 

“ 3 ft 0 in. 

15 

13 

11 

10 

9 

8 

7 

11 3 ft 6 in. 

13 

11 

10 

9 

8 

7 

6 

“ 4 ft 0 in. 

11 

10 

9 

8 

7 

6 

6 

“ 5 ft 0 in. 

9 

8 

7 

6 

6 

5 

4 


TABLE 5 

Trench or Sewer Excavation, Cubic Yards per Linear Foot 


Depth in feet 


ft in 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

2 

6 

0.28 

0.37 

0.46 

0.56 

0.65 

0.74 

0.84 

0.93 

1.02 

1.11 

1.21 

1.30 

1.39 

3 

0 

.34 

.45 

.56 

.67 

.78 

.89 

1.00 

1.11 

1.24 

1.34 

1.45 

1.56 

1.67 

3 

6 

.39 

.52 

.65 

.78 

.91 

1.04 

1.17 

1.30 

1.43 

1.56 

1.69 

1.82 

1.95 

4 

0 

.45 

.59 

.74 

.89 

1.04 

1.18 

1.34 

1.48 

1.63 

1.78 

1.93 

2.08 

2.22 

4 

6 

.50 

.67 

.84 

1.00 

1.17 

1.33 

1.50 

1.67 

1.84 

2.00 

2.17 

2.34 

2.50 

5 

0 

.56 

.74 

.93 

1.11 

1.30 

1.48 

1.67 

1.85 

2.04 

2.22 

2.41 

2.60 

2.78 

5 

6 

.61 

.82 

1.02 

1.22 

1.43 

1.63 

1.83 

2.04 

2.24 

2.45 

2.65 

2.85 

3.06 

O ' 

0 

.67 

.89 

1.11 

1.33 

1.56 

1.78 

2.00 

2.22 

2.44 

2.67 

2.89 

3.12 

3.33 

6 

6 

.72 

.96 

1.20 

1.45 

1.69 

1.93 

2.17 

2.41 

2.66 

2.89 

3.14 

3.38 

3.61 

7 

0 

.78 

1.04 

1.30 

1.56 

1.82 

2.07 

2.34 

2.59 

2.87 

3.11 

3.38 

3.63 

3.89 

7 

6 

.83 

1.11 

1.39 

1.66 

1.95 

2.22 

2.50 

2.78 

3.05 

3.33 

3.61 

3.89 

4.17 

8 

0 

.89 

1.19 

1.48 

1.78 

2.08 

2.37 

2.67 

2.96 

3.26 

3.56 

3.86 

4.15 

4.44 













































Excavation Table: Cubic Yards per Foot Deep 


266 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


> con- i-H 

> OO 05 i-H 


U5 05WN 
CM CO to CO 
CM CM CM CM 


WCOOMOONCOO’ 
OO 05 iH CM CO »o OO ( 
cmcmcococococococ 


CM 00 i-H Tf* 00 CO OO CM ' 


> 00 CM CO 

'N050 


'^^HCMCMCM 


^ ^ ^ 00 CM to Oi CO 50 0 ^00 CSJiOOOCMCOOt^NIN 

h CM CO >C O OO C5 O CM 


) O i-H CM rJH to t 


i t- o 

5 t* CO 


> CO CO CO CO < 


CO £s» O ^ N- O Tt< 

NXOrH(Nrt<iO 

i—i i-h CM CM CM CM CM 


O O ' 


> 05 CM to t 
5 CO 00 05 c 


x — 

I CM CM < 

5 CO CO C 


(CM^iOCOOOCJO 


COC5i-H-^COC5CMTtlNC5 

r-«coio«dt^odoi-IcMco 


CM CM CM CM CO CO CO CO C 


>CM^OOCMrt<OOOCO 

iOthCM^iOOcOCJ 


I rji N- 
> CO N- 


OCM»CNO 


CM iO 

* »o co n- < 

5 CO CO CO c 


OO O ^ CO OO CM ' 


Irf IOCON 


> CO 00 o CM 

> 05 O CM CO 


, ,-H H T-H H CM < 


> r-H CO CO OO o c 

> x ci O H CO ' 
I CM CM CO CO CO C 


JOCM^t C 

> N 05 O ’ 


>HW^COOO°CMCO*0 NOri 

<C0>^i0C0NC5O»HCM CO CO 


co to co oo o c 

NOOCiONC 


CO co o CM Tj< Tfi I 

to CO OO 05 O i-h ( 
COCOCOCO^Tf' 


. oo i-h 
I co to 


>05rHCM 

5 rf< CO 


CO to ^ 05 05 i —i CO - 


I co oo oo o c 
CM rt< lO CD N oo 05 rH C 
CM CM CM CM CM CM CM CO C 


co CO 00 
co 05 < 
CO CO CO CO CO " 


CM ^ io CO 
CM CO 


)»OON 

)^ICCD 


00 05 o CM 

NOOOH 
i-h i—4 CM CM 


CMCOiO»ONOOOOOCMCM 


! cO cO 00 O O CM CM 


CO CO CO CO CO c 


> co iO R5CONN 


I ^ «0 CO N C 


05 O < 
CON05< 


to to 

CO ^ to CO 


co t>- oc oo 


* CM CM CM CM CM CM CM CM CM CO CO COCO CO CO CO 


l ^ lO 

> 1-H CM 


*OR3cO< 

CO Tf 40 C 


> OO 05 05 o O O CM CM CM CM CM CM ' 

I CO Tf< tO tS- 00 05 O i-h CM CO Tt< iO C 


CM CM CM CM CM CM CM < 


< CM CO ^ tO CO N- 00 05 


>cooio*o-^^Ttcoco co 


CM CM 

■ oo 050H( 
i i-h 1-H CM CM < 


^ r-H O O O O 05 


5 CO CO CO CO 


I O O 05 00 c 

I CM CO CO h* « 


I CO CM 1-H 

> ^ CM CO 


0005 05 


• CO CO 40 
) 05 o 


CO CM 
CM CO to 


I CM CO CO CO CO CO CO 


0500NCO^rtiCMr-(OC5 

00 05 O 1—* CM CO rf* to CO CO 


)NCO’ 

■ 00 05 < 


I CM CM CM CM 


• CO to CO CM CM O 05 00 


) CO CO CO CO 


iO TjH CM 1 

00 05 O 1 


i 05 oo co 

< i-H CM CO 


tO CO CM 

rt< lO CO 


I^COHOOOI 


nOTfCOi-HOOOt^-kOCO 

tO CO N'- OO 05 05 © i-h CM 
CM CM CM CM CM CM CO CO CO 


| CO Tf CM O 

> O 1-H CM CO 


00 co iO 

CO Tt< to 


CChC5 00COtJ<CMOOON 
CO N l>- 00 05 O i-H CM CM CO 


iOCOOOSNiO^CMO 


> t>-CM O 00 iO CO i-H 05 iO 

• 00 05 


> © O i-H CM CO i 


CM O C 

O i-H i-H CM 


i ’“Hi-H ^H 1-H CM CM < 


I CM CM CM C 


* CO o oo co 

> Is. OO 00 05 
I CM CM CM CM 


> 1-H 00 C 

> C> 1-H i-H ( 


l 1-H OO to CO 


OOOCOWON»C CM05NI 

N N OO 05 C 


CM CM CM CM CM < 


> CO 00 co CO c 

) 05 05 O !~i < 


• oo »o 

i uo 


CM 05 

COON 


COONIO 
00 05 05 0 


CM 05 to CM < 


< CM CO CO h* tO CO CO 


1 CM Ol CM CM CM CM CM CM CM CM 


t>- H* O 

cot^ oo 


NWON’ 

00 05001 


I o CO 

l CM CM 


t^OOMOCOMONW 

CO^^tOCOONOOOOoJ 


ihhh CM CM CM < 


•COON' 
> i-H CM CM < 


> CM 00 to i-H t 

i 00 00 05 O < 


> CM 00 

I CO CO 


to 1-H oo 

^ to to 


rococo 

CO N- N- 00 


05 to CM OO ^ 


1 i-H N- CO 05 
I CM CM CO CO 


l N- CO 05 to 

! oo oo 05 


iHNCO 

O O ^H 


> co CM 00 

> CO ^ ^ 


O CO CM 

to CO CO Is. 


> O CO CM 1 
) 05 05 o c 


COHN 

to CO co 


CM 00 CO 05 

t>t^oooo 


to O co 

05 o o 


HNCMOO^Oi^OOH 

i-H i-H CM CM CO CO ^ to to CO 


i oo co 05 1 
oo ooc 


CM N- CM 

to to CO 


oo CO 00 co c 

cot>Ii>Iodc 


I 05 TfH O ‘ 
< i-H CM CO ( 


COi-HCOrHCOCMN-CMt 

»OC£5CONN000005< 


00 CO 00 ( 

to to < 


* CM N- CM 

• 00 OO 05 


> 1 -H CO i-H CO o 


to O to o 

CM CO CO Tf* 


I 05 05 CO 00 CO 


I 00 CM !>• 1-H 

) to coco 


CO o to 

oo 00 


05^Q0CINhOO»0 05 

00050500i-Hi-HCMCMCM 


CO 00 c 
CO CO 1 


• 1 -H CO o to < 

* to to co CO c 


I CO N- 1-H to 

l to to CO CO 


05 ^ oo CM co o ^ 


00 CM C 

00 00 05 05 05 o C 


CM CO i-H to 05 CO l>- ^h to 

CM CM CO CO CO nt* to to 




















































TABLE 6 —Continued 


EXCAVATION AND PILING 267 


oo 

CO 

O 00 CM CO O Tt* 00 CM O CMOOOCMCOOt^OO^O TfOOCMCOOOOrt<OOCM J 

IOCONOOCMCOTJ4CON 05 O CM CO ^ CO 00 O CM CO CO N OO O rH N 

lO ‘O ‘O »o CO CO CO CO CO CO cot^t^r^t^t^t^t^oooo oooooooooooooo 

CO 

lOOCOCOOJ WCOOt^OO CM CO 05 CM CO O ^ OO CM CO O^OOCMt^cOO^OO 

CO ‘O CO N GO O rH CO IO NCOC5rH(MTlHiOcOOOO hCMCO‘OCONOOh 

IQ »C 40 ‘O ‘O CO CO CO CO CO COCOCONNNNNNN 000000000000000505 

CO 

CO 

O^OOCCM^OOCMCOO CM 00 CM CO o OO O CM CO O Tt 1 00 O CM CO O tP 

CM CO CO I>- 00 05 t—4 CM -t+ 4 lOCONOSOCMW^CON OOOr—<CM t^iOCOOOC 5 
»0»0i0»0»0»0»0c0c0c0 COCOCOCONNNNNN NOOXOOcrcOOOOOOO 

iO 

CO 

O O CM ^ CO OO CM CO C5 CM kO CO H tJ 4 t>- O CO CO 05 CM iO OC *h t}< N C CO CO C5 

O CM CO TJ4 lO CO OO O O (N CO-^CONOOOHCM CO>0 cO N C5 O rH co rf iO CO 

lO iO ‘O lO «0 iO iC »C CO CO COCOCOCOCONNNNN N N N OO CO OO OO OO OO 

CO 

CM ^ CO OO O CM CO O CM tJ4 OOCMt^COOOOCJ^COCM rt< CO CO O ^ OO O CM 

05 O r-H CM if iO CO 00 05 0> HC0rt<i0CD00 05OHC0 Tt< kO CO 00 C5 O CM CC ^ 

rfio»o»oio»0‘o>0kcco cocoococococonnn ncoco oooo 

CO 

CO 

N CO O CMCO C5 CJ rJ4 CO 05CMrt<cOOOOCMTft'-0 N t»< CC O ^ O OO O 

NXOrHWCOT}4CONOO C5rH(MCO^cONOOC5H (M CON OO C5 O <N 

rt -rf ‘O »o »o »o »o io iccocococococococon r^-t^-t^t>-r^r^r^oooo 

<M 1 
CO | 

CM CM if CO 00 O CM if CO 00 OCMiPOOOOCMiPOOC OCICMCMCOOCM^cO 

CONGOOCMNCO^MOCO 00 05 O rH cm ^ »C CD N CO O rH CM CO CO N OO C5 

^ ^4 rt lO lO LO lO lO »o UO »o CO CO CO O CO CO CO CO I 

rH 

CO 

OO OO O CM CO CO 00 O CM CO iO O OO O <M io CO OO O r—t CM CO CO l>- OO O 

^ lO t> CO C5 O rH cm cONCCOOCMCOrtiiOCO NOOhMcO^iON 

if if -f if if »0 ‘O »C »C *0 iC »0 l <0 ‘O CO CO O CO CO CO COONNNNNNN 

o 

CO 

t} 4 if CO 00 00 OO O CM TJ4 CO CO CO CD CO OO O CM rf rf it CO OO OO CO O (M CM CM 

CO rf iO CO N OO O rH (M CO Tt4»OONOOOrHCMCO^ lOCOt^-OOOr-HCMCO^ 
^ififif'^'^ikOfcOlOkO ICHCO'CUOCOCOCOCOCO COCOCOCONNNNN 

05 

CM 

05 O r—4 CM CM CM CO if to CO !>• 00 OO OO 05 O r-H CM CO rf »0 CO CO C N OO OO OO O 

HCOiftCCONOOOJOH CMC0-rf»0C000O5OrHCM CO ^ »0 CO N 00 05 O CM 
Tt4rt*rt4rfr}4ifTfTt4»0‘C) I 0 « 0 » 0 ‘ 0 i 0 ‘ 0 » 0 c 0 c 0 c 0 COOCOCOCOCOCONN 

OO 

CM 

»OOCOOCOCOCOCOCOCO QOOOOOOOOr-t'rf 

OrHCMCOrt4iOONOOC5 O CM CO 1C O N OO 05 O rHdCO^»OCON0^05 
ififTPlflfiflflflfif kO »C «0 ‘O »0 ‘O ‘O »0 ‘O CO OCOCOOCOCOCOCOCO 

CM 

05OrHCMC0Tt<t0C0N00 O5OrHCMC0^»CC0N00 05 0rHCMCOTfHlCCON 

CO if iP if if if iP if if if lO 1C ‘O »o ‘O »o »o »o *o kO CO CO CO CO CO CO CO CO 

CO 

CM 

CO O kO iP if if CO CM CM CM i-h O O O O O O O 05 00 N CO CO CO CO CO CO CO iO 

NOOOOrHCMCO^'OO NOO 05 0rHCM COVj4iJ4 >0 O N 00 05 O ^ CM CO 

COCOCOififififif’f^P if lP if kO kO »0 »C »0 »C IO kO »C »C »d CO CO CO CO CO 1 

tO 

CM 

CO CM r-H O 05 OO CO kO Tf CO CM r-H o O O 05 00 OO OO N CO CO CO it CM CM CM rH 

CDN00 05 05OrHC<IC0Tt4 kCCON0005OOrH(MC0 it kO CO N CO 05 C rH CM 

C0C0C0C0C0^4rt4rt4^T^ if ^P if if if kfO »0 »0 1-0 »0 kQ IO »0 kO lO CO CO CO 

CM 

N CO lO Tf4 CO (N O 00 N CO kO CO CM 1-H O 05 CC CO kO ip CO CM rH O 00 O kO 

it4iCON00 05OOrHCM CO ^ iO CO N CO 00 05 O rH CMCOrl4iOCONN0nO5 
COCOCOCOCOCOrfipifif rfifTPifiPififlPkOkO kO »0 »C lO »C kO »C »C) ‘O 

CO 

CM 

CM O 05 OO !>• CO if CM O OO CO if CM rH O 00 CO kO ip CM O 05 00 CO rfi CM i-h 

CO Tf tJ 4 iO CO N OO 05 O O rHCMCOrt»CCOCON00 05 O rH rH CM CO rf4 kO O N 

CO CO CO CO CO CO CO CO Tf4 if ifipifififififififif kO »C »C ‘O »C »C iO »0 

CM 

CM 

O) CO Tt CM O 00 N CO rt CM o OO CO ^ CM O 00 CO kO Tf CM O 00 CO CO © 05 OO CO 

rHCMCOrtkO»OCON00O5 OOrHCMCOTfHitkOCON 00 05 05OrHCMCMC0^ 

COCOCOCOCOCOCOCOCOCO iPifififTPTPip'lPif^ if if if kO »C kO »0 »C kO 

i—4 

CM 

COOOOCOTtCMOOOCO-^ CMiON-^dOOOCO^CM 05 CO r}4 CM O CO O rt rH 

O rH rH Cl CO ^ ‘O »C CO N OO 05 05 O rH CM CM CO rf* kO »C CO N CO 05 05 O rH (N 
COCOCOCOCOCOCOCOCOCO COCOCOififrfifififif rPrPrtiififipkOkOkO 

O 

CM 

05COCOOOOOCOOOOCO HtCMC5COCOONrtCMO N rf< rH CO CO it CM O N 

OOOOrHiHCMCOTtHit^C) CONNC00500rH(MCO C0Tj4kCkOCON00O5O5 
C 1 C 1 COCOCOCOCOCOCOCO COCOCOCOCOrtrtHtrtrt rfifififif-Hififip 

O 

v-H 

L0CM05C0C0ONr}4r400 COit O^COONit WO N rf< iH 00 it O N rt rH 

NOOCOC50HHWCOCO It kOCOCONOOC0 050rH 1HNC0C0^»0»0C0N 

CM CM CM CM CO CO CO CO CO OO COCOCOCOCOCOCCCO-Hit -HrfrP-fifiHH-HHi+'iH 

oo 

l-H 

CDCONO)^05050rHCl CMCOCOrtHkOCOCOt^OOOO OOOrHClClCOitit 

CM CM CM CM CM «CM CM CO CO CO COCOCOCOCOCOCOCOCOCO CO It it Tt rt4 Tt it it it 

rH 

OCMOOitO'OCOOOCM 05 O CM 00 rt O O CM C5 CO CM GO t ONit COCM 

H4 kn kO O N N CO C5 C5 O O rH (M w CO it if kO kO O NSOOOOOHrHM 
^vj CM CM CM CM CM CM CM CM CO COCOCOCOCOCOCOCOCOCO COCOCOCOCOifififrf 

CO 

r-H 

to 

rH 

rHCOCMOOitOOWOOit oo CM GOit OOCMCOit OO rHCOCOO OCM OO 

# # • •••••••••• ••••••••• 

A^^^^^ocONNCO C5C5OOrHCMWC0C0it »C »C <0 «0 N OO 00 C5 05 

CMCMCMCMCMCMCMCMCMCM CMOICOCOCOCOCOCOCOCO CO CO CO CO CO CO CO CO CO I 

NCMCOrfH 05 it O^CMOO CO 00 CO CO it O O CM N CM 00 rf 05 ip O <50 m c© CM 

r-H* CM CM CO CO if kd >d o cd NN00 00C5OOrHrH(M CM CO CO if kdld cd cd 

^ rM CM CM Ol CM CM CM CM CM CMCMCMCMCMCOCOCOCOCO CO CO CO CO CO CO CO CO CO 

t—4 

CMOOCOCOCOOOCOOOCOOO itOiOO^OiOOOW t^- CM CM t^» CM CM 

^OrH-HfWCMCOCOitTt kodcDNNC00005C50 O rH rH N d CO CO it tH 

ScMCMCMCMCMCMCMCMCM CMCMCMCMCMCMCMCMCMCO CO CO CO CO CO CO CO CO CO 

CO 

i-H 

" cd CM t— CM t s '- CM CM tr CM OOkOOkOOkOOkOO lO O rt 00 CO 00 CO CO CO 

^ ** «•••• • •/ «••••••• ••••••••• 

r/iddddrHrHCMCMCO CO rt it ‘O >0 <0 N t^CO C0 05C5C500r4rHCM 

^Sy-hCMCMCMCMCMCMCM cmcmcmcmcmcmcmcmcmcm cmcmcmcmcococococo 

CM 

H 

- ^ COCO OO CM o O it C5 it OO CM N CM O O »C O it CO CM^ «D H © O it 05 it 00 

^si^oriocioddH i-HCMCMcoco^^kOkiOkO cdcdr^r^ooooooc5*cr. 
2 iHHhShNCMWCM cm cm cm cm cm cm cm cm cm cm cm cm cm cm cm cm cm cm cm 

r—4 
1—4 

-o 'It oo CM CO O ^ OO CM o OitOOCMCOOitWCMCO O it 00 (N N «N CO C t 

cdcdcdl^h-.OOODODC5C5 OOOHHCMWCMCOCO tttio lOCOCNN 

SShHHHHHHH CMCMCMCMCMCMCMCMCMCM CM CM CM 03 CM CM CM CM C° 

Ft 

1 ^nrHCMCOrt»OCONOO C5 OrHCMCOit kOCONCO OOrHMCOitkOCON 

*0*0*0*0*010*0*0*0 iococococococococo 



































































































268 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Table. The number of cubic yards per foot deep for any size of 
building from 10'Xll' over all to 67'X38' may be had without 
calculation. Sizes beyond the largest figures may be had by addi¬ 
tion or by taking multiples: 65' X40', for example, is 96.4', or twice 
65'X20'; and 66' X 66' = 161.6', or twice 66'X33'. An area of 
36'X120'= 160', or 36'X60'X2'. As a practical matter decimals 
would be disregarded and even figures, higher or lower, taken. 

« 

Piling 

Labor Driving. With the engine and driver delivered on the 
ground it takes a crew of 6 to 8 men to 2\ days to erect them 
ready to work. This counts heavily where there are only a few 
piles, but the cost per pile is small on a large contract. 

On a basis of 60?f per hour and for thousands of lineal feet a 1918 
record was made of 1^ per ft driven. On another contract with 
5,000 ft lin a record of 9^ per ft was made on the same 60^ wage. 
For average work, with no records to make, a figure of 15jzf to 20^ 
per ft should be allowed, and preparation of driver additional, if 
there are only a few piles. The highest figure should not be more 
than 35j i —which is quite different from 1^ and 9jf. On a contract of 
from 3,000 to 10,000 lin ft an allowance of 2j£ per ft is made for the 
use of the plant. Cutting off heads is included in foregoing figures. 

If wages are a half or a third of the 60^, or any rate between, the 
total is easily found by proportion. 

Cost of Piles. In one period of valuation this might be 25^, or 
even less per lin ft; and in 1923 creosoted piles cost $1 per ft in some 
sections. In one large contract, 100,000 lin ft, the cost in place was 
28^. This in a low-priced year. 

The only way is to get the price delivered at site for the year of 
valuation and add driving at average wages for the same year. 
But if there is no foundation plan, as frequently happens, what 
length is to be allowed ? Shall it be 20 ft, 25 ft, 30 ft or 40 ft ? 

Concrete Piles. The wood piles already given have been used 
for thousands of years, but the concrete ones are modern. They 
are of various kinds and run from $1.25 before the war on large 
contracts to $2.00 in 1923 per lin ft. 

The concrete pile is of such a comparatively new style that plans 
are apt to be had for most foundations, and the lengths thus obtained. 


CHAPTER IV 

CONCRETE WORK 

TABLE 1 

Quantities of Material for Concrete 
Based on 3.8 Cubic Feet per Barrel of Cement (4 Sacks per Barrel) 
Sand and Stone Measured Loose 




Quantities of Material for 1 yd 

Average 



of Rammed Concrete 

Volume 

Proportions 

Quantities per 



Wet Mixed 

by Parts 

bbl of Cement 



Concrete 



45% Voids 

40% Voids 

per 



Average 

Average 

bbl of 



Broken Stone 

Gravel 

Cement 


Cement 

Sand 

Stone 

Cement 

bbl 

Sand 
cu ft 

Stone 
cu ft 

Cement 

bbl 

Sand 
cu yd 

Stone 
cu yd 

Cement 

bbl 

Sand 
cu yd 

Gravel 

cu yd 

45% 

Voids 

40% 

Voids 

1 

1 

H 

1 

3.8 

5.7 

3.08 

0.43 

0.65 

2.97 

0.42 

0.63 

8.8 

9.1 



2 



7.6 

2.73 

0.38 

0.77 

2.62 

0.37 

0.74 

9.9 

10.3 



21 



9.5 

2.45 

0.34 

0.86 

2.34 

0.33 

0.82 

11.0 

11.5 



3 



11.4 

2.22 

0.31 

0.94 

2.12 

0.30 

0.90 

12.2 

12.8 

1 

If 

2 

1 

5.7 

7.6 

2.40 

0.51 

0.68 

2.31 

0.49 

0.65 

11.3 

11.7 



21 



9.5 

2.18 

0.46 

0.77 

2.09 

0.44 

0.74 

12.4 

12.9 



3 



11.4 

2.00 

0.42 

0.84 

1.91 

0.40 

0.81 

13.5 

14.1 



3§ 



13.3 

1.84 

0.39 

0.91 

1.76 

0.37 

0.87 

14.6 

15.4 



4 



15.2 

1.71 

0.36 

0.96 

1.63 

0.34 

0.92 

15.8 

16.6 

1 

2 

3 

1 

7.6 

11.4 

1.81 

0.51 

0.76 

1.74 

0.49 

0.74 

14.9 

15.5 



31 



13.3 

1.68 

0.47 

0.83 

1.61 

0.45 

0.79 

16.0 

16.8 



4 



15.2 

1.57 

0.44 

0.88 

1.50 

0.42 

0.84 

17.2 

18.0 



41 



17.1 

1.48 

0.42 

0.94 

1.41 

0.40 

0.89 

18.3 

19.2 



5 



19.0 

1.39 

0.39 

0.98 

1.32 

0.37 

0.93 

19.4 

20.4 

1 

21 

31 

1 

9.5 

13.3 

1.55 

0.55 

0.76 

1.49 

0.52 

0.73 

17.4 

18.1 



4 



15.2 

1.46 

0.51 

0.82 

1.40 

0.49 

0.79 

18.5 

19.3 



41 



17.1 

1.37 

0.48 

0.87 

1.31 

0.46 

0.83 

19.6 

20.6 



5 



19.0 

1.30 

0.46 

0.92 

1.24 

0.44 

0.87 

20.8 

21.8 






20.9 

1.23 

0.43 

0.95 

1.17 

0.41 

0.91 

21.9 

23.0 



6 



22.8 

1.17 

0.41 

0.99 

1.11 

0.39 

0.94 

23.0 

24.3 

1 

3 

4 

1 

11.4 

15.2 

1.36 

0.57 

0.77 

1.30 

0.55 

0.73 

19.9 

20.7 



41 



17.1 

1.28 

0.54 

0.81 

1.23 

0.52 

0.78 

21.0 

21.9 



5 



19.0 

1.22 

0.52 

0.86 

1.17 

0.49 

0.82 

22.1 

23.2 



5i 



20.9 

1.16 

0.49 

0.90 

1.11 

0.47 

0.86 

23.3 

24.4 



6 



22.8 

1.11 

0.47 

0.94 

1.05 

0.44 

0.89 

24.4 

25.6 



61 



24.7 

1.06 

0.45 

0.97 

1.01 

0.43 

0.92 

25.5 

26.9 



7 



26.6 

1.01 

0.43 

0.99 

0.96 

0.40 

0.95 

26.7 

28.1 

1 

4 

5 

1 

15.2 

19.0 

1.08 

0.61 

0.76 

1.04 

0.59 

0.73 

24.9 

25.9 



6 



22.8 

0.99 

0.56 

0.84 

0.95 

0.54 

0.80 

27.2 

28.4 



7 



26.6 

0.92 

0.52 

0.91 

0.88 

0.50 

0.87 

29.4 

30.8 



8 



30.4 

0.85 

0.48 

0.96 

0.81 

0.46 

0.91 

31.7 

33.3 



9 



34.2 

0.80 

0.45 

1.01 

0.76 

0.43 

0.96 

33.9 

35.8 


(Courtesy of the lnsley Manufacturing Co., Indianapolis) 

269 









































270 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Quality. Thousands of buildings are put up without specifica- 
ions; and for thousands more of “old timers” the specifications 
have been lost or burned. How is an appraiser to know what 
proportions of foundation concrete were used? He assumes an 
average mix and goes ahead on that basis. 

To illustrate how the proportions change the cost the following 
examples are given. For tanks and waterproof work the propor¬ 
tions from the first four lines of Table 1 are often used; and even 
the next five lines are too rich for ordinary building work. The 
richest mix for ordinary use is apt to be 1:2:4. That and two 
others are selected. By volume and not weight, 1 part cement, 
2 parts sand, and 4 parts broken stone. 

Table 2 


At a 1 : 2 : 4 Proportion 

Cement, 1.57 bbl at $3. $4.71 

Sand, \ yd. 1.20 

Stone, 2,160 lbs at $3.50 per ton. 3.78 

Labor, A\ hours at 60^. 2.70 

Water..'. .10 


$12.49 

Cost of a Cubic Yard of Concrete at 1:3:6 Proportion 

Cement 1.1. bbl, or 4.18 cu ft at $3. $3.30 

Sand, 3.3 bbl, or 12.54 cu ft, allow \ yd... 1.20 

Stone, 6.6 bbl, or 25.08 cu ft, 2,234 lbs, at $3.50 per ton_ 3.90 

Labor at 60j£ an hour, 4| hours.. 2.70 

Water. .10 


$11.20 

At a 1 : 4 : 8 Proportion 

Cement, 0.81 bbl at $3'. $2.43 

Sand, \ yd. 1.20 

Stone, 2,430 lbs at $3.50 per ton. 4.25 

Labor, 4§ hours at 60^. 2.70 

Water. ,10 


$ 10.68 

Profit. The difference between the highest and the lowest comes 
to quite an amount on a large contract. The local prices may be 
filled in to suit. Quite frequently the material will cost less than is 
set forth. Profit must be added. 



















CONCRETE WORK 


271 


Labor on Plain Concrete 

Average. For ordinary concrete, under average conditions, allow 
from to 4^ hr per cu yd, and arrange wages to suit local rate. 
On several thousand yards in a large machine shop with nearly all 
tapered piers and walls the average was 4^ hr. This was by hand¬ 
mixing. With straight work, good weather, and no trouble tamping 
among pile heads and angles the unit might have been hr. All 
forms were set, and are not included in the 4j hr. 

When mixing with a good machine the time may be averaged at 
21 hr per cu yd. On some work this time is cut in half—and after 
the tower is in workiug order records have been made for as many as 
450 yd in a 10-hr day for a crew of 15 men, and an average of 250. 
With foreman and engineers included this equals 25 yd per hour, 
or 1.66 yd per man, 13.3 yd. per man in 8 hr. This was on an 8-in 
floor. On heavy dam work 32 men with two mixers and two towers 
put in 600 yd in 10 hr. In both cases the erection of the tower has 
to be added. 

But high records do not suit for an average. Even with a mixer 
the time per yard may be 31 hr instead of 21 as given. 

For footings and mass foundations, the average of 10 buildings 
was 6 hr per yd; the highest was nearly 11 hr, and the lowest was 
31. For foundation walls on 14 buildings the average was 10 hr 
per yd; lowest, 51 hr; highest, 29 hr. This was strictly for concrete 
labor. Varying conditions change the totals, such as impossibility 
of getting materials close to site, wet or frosty weather, heating of 
aggregates, delays, and many more reasons that sometimes make 
contracting a kind of a gamble. 

How is an appraiser to know if concrete was hand or machine 
mixed, any more than what proportion was used, without a specifica¬ 
tion? All he can do is to shut his eyes and make an average guess. 

Time and Measurement. The Chicago rules for measurement 
of concrete allow extras in the measurement, after the old fashion, 
instead of in the price. As an illustration, circular and polygon 
foundations are to be figured at double the actual contents. This 
extra, whether allowed by measurement or price, should go in the 
separate form cost, and not in concrete itself. There is more 
trouble tamping around angles than straight work, but not so very 
much if the concrete is wet enough to slide, in which case it fills 
up any kind of a shape of form as easily as a square or rectangular 
one. 

Heating. If this has been used, allow from 1 to R hr per cu yd 
extra. An appraiser can only guess at many things. 

Hoisting. Allow \ hr per cu yd extra for an average. 


272 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Machine Foundations 

The average in a large railroad shop, full of the ordinary kind of 
machines, was 9 hr per cu yd; the lowest about 6| and the highest 13. 
It is all hand-mixing, and the quantities are small, the leveling and 
smoothing on top have to be carefully done, bolts are to be put in 
at the right centers and heights, and for some machines the angles 
and tapered work make trouble. 

A little incident, even with a large machine weighing 28 tons, will 
show how some experts regard this work. The base had 196 sq ft, 
or a space 14'X14', although it was not exactly a square. The 
factory expert had to be sent for, and after a long siege he was 
not quite satisfied with the result: “It is still ^ of an inch out of 
level.” Time is taken when wedging and grouting have to be done 
on a watch-making scale. But sometimes all kinds of experts like 
to pose. 

On driving wheel lathes with about 40 yd of concrete the time 
should not be more than for ordinary mass work, say, 4 hr per yd 
to be safe, until the sloping parts are reached near the top. Quite 
a few machines get foundations that do not really require them. A 
good floor makes a strong enough base. 

Stairs and such special work may be averaged at f to 1 cu yd 
per 8 hr per man. The steps have to be smooth and fairly level,, 
but a variation of in per 14 lin ft is permissible. 


Forms 

None of the foregoing work includes forms, and if they have been 
used the valuator should make an allowance for them. They are 
as hard to get at in some cases as depreciation. 

On a large machine shop the labor on forms, as an average all 
through, ran to 1 hr per cu yd on the main foundations. But 
the right way to estimate forms is by the square foot in contact 
with the concrete. This for ordinary work, but with tapered piers 
the extra work comes on the angles, and the area does not count 
for much. Pier forms once made may be used a dozen times over 
if carefully handled. Square foot costs have to be modified tQ suit 
various kinds of shapes, and allowance made for using some shapes 
and all material several times, if this can be done, or could have 
been done, in the case of a valuation. 

For some houses in good soil the inside form only is used and the 
concrete poured between that and the bank. 

On the usual basis 3 sq ft of lumber are allowed for each square 
foot of concrete in contact—sometimes more or less. With plain 


CONCRETE WORK 


273 


work two carpenters will erect from 640 to 800 ft B M in 8 hr. 
Averaging 700 ft and at $1 per hour the labor cost is $16, and 
3 ft equals 7|4 per sq ft of finished form. Waste, studs, braces, etc., 
make up twice as much as the actual square foot of finished 
work. 

With lumber at $50, the cost of 3 ft is 15^; labor, 7; 3^ for re¬ 
moval; nails and wire ties equal 25j£ per sq ft for one side of a wall. 
Special forms might cost two or three times as much if used only 
once, but both for plain and special costs might be cut by reuse. 

Removable forms are often made for ordinary foundations, and 
used year after year. For unreinforced work the appraiser has to 
guess if a form allowance must be made. 

Total. The proportions being decided upon, the allowances for 
concrete are given in the table at the beginning of this chapter; 
the labor is averaged; and material with labor for forms, if required, 
can be added. 

Actual Costs per Square Foot. (1) On an average of 10 buildings 
the carpenter labor on footing and mass foundation forms ran to 
30^ for the highest and 4^ for the lowest, with an average of 14|^. 
This on the basis of labor at $1 per hour. Any rate of wages can be 
applied in proportion. The unit is based on square feet in actual 
contact with the concrete. This should be noted, as some trenches 
would have forms on both sides. The nails and wire came to an 
average of less than 1^, 1923 rates. Lumber from 2^ to 20j£ with an 
average of 10£> 1923 rates. 

(2) On the foundation walls of 14 buildings the carpenter labor 
on forms ran to 34^ on the highest to 80 on the lowest, with an 
average of 17^ per sq ft at $1 per hour—the bases used all through 
these figures. Nails and tie wire, lf£ for the highest; lumber from 
3j£ to 140; average, 10^, at 1923 rates. 

(3) On concrete column work the highest—an office building— 
came to 34^ per sq ft, the lowest to 150, the average of 9 buildings 
to 20^0. Nails and ties as usual, and covers this item in all 
cases. Lumber from 25^ to 4^; average llj£. 

(4) On walls above grade the highest labor was 27^; the lowest, 
11^0; the average 21^, with 17 buildings. Lumber, from 22^ to b<k, 
with average of 11^. 

(5) On 3 flat slab floors the form labor ran from 19§ to Ylji. 
Lumber, 12^. 

(6) On 13 buildings the form labor for slabs between steel beams 
ran from 27§f£ to 70, with an average of 15|0 Lumber, 21^ to 4^, 
with an average of 18^. 

(7) On 18 buildings with beam floors of reinforced concrete the 
highest form labor ran to 41^ per sq ft, the lowest to 9^, and the 
average to 17£0 The lumber from 32j£ to 80; average, 13^. 


274 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Observe. On these 7 groups of buildings the labor is raised from 
the low period in which they were built to suit $1 per hour, and 
any other rate may be based on this. The lumber is a very uncer-. 
tain item, as on some structures it may be used only once and on 
others several times. The 1923 average is used, but this differs in 
various parts of the country. At best, lumber has to be guessed at. 
Forms may be used from 6 times on floors to 10 times on beams and 
16 times on walls—or only once. 

Variations. The Blau-Knox Company, makers of steel forms to 
avoid the waste of time and lumber, say: “Every constructor dreads 
to estimate form work. Two constructors may be 100 per cent 
apart on the same job. Even the same contractor finding he has 
under-estimated forms on one job doubles his estimates on the next 
one.” 

All of the foregoing records were given by Mr. Wason of the 
Aberthaw Company, Boston, as well as the reinforced concrete 
figures following. Contractors might with general advantage follow 
this liberal policy of handing out their records instead of being old 
fashioned and very mysterious. 

Steel Setting. On 21 buildings the highest price per ton ran to 
$16.47, the lowest to $2.54, the average to $8.52. These totals 
were summarized at a time when carpenters got 40^f per hour, and 
should be multiplied by 2 to 2\. 

The smallest quantity of steel on a building was 9 tons; the • 
largest, 324. On small tonnage the cost ran from $5 to $8 on the old 
rate of wages; the heaviest to $8, $12, $16. The heaviest was 
structural steel rather than ordinary reinforcement. With laborers’ 
wages at 60fS per hour, or lj£ per minute, a common figure for setting 
reinforcing steel is $13 to $15 per ton. 

On 100 concrete cottages the labor on vtfall steel was $12, and on 
floor and beam, $7.50, with wages at 80^ for tradesmen and 50^ for 
laborers. The labor on wall forms was $4.30 per 100 sq ft; stripping, 
$2.10, and moving to next house, $1.25, a total of $7.65. 

The placing of the concrete on the 6-in walls was $2.25 per cu yd, 
with 140 cu yd on double houses to 85 on single. 

Labor on Reinforced Concrete 

The figures on some buildings for mass foundations and walls 
have been already given, but the general labor required is given 
here as well as that for concrete; all based on a rate of hours per 
cubic yard. 

(1) Mass Foundations per cubic yard on highest of 10 buildings, 
13£ hr; the lowest, 3f hr; the average, 7 hr. Allowance per yard 
for teams, miscellaneous and plant, $1.50, on a 1923 basis. 


CONCRETE WORK 


275 


(2) Foundation Walls. On 14 buildings the highest was nearly 
34 hr; the lowest, 5.67 hr; the average, 12.3 hr, per cu yd, as all 
through these records. Teams, miscellaneous and plant, $2.00 
per yd, on a 1923 basis, as all through on these items. 

(3) Columns. On 9 buildings the column work ran to 30 hr on 
the highest to 9 on the lowest; and the average was 16.6 hr. Teams, 
etc., $2.38. 

(4) Walls Above Grade. Taken from 17 buildings the average 
was 14.3 hr; highest, 26.7 hr; the lowest, 6.2 hr. Team, etc., $2.38. 

(5) Flat Slabs. Average, 14.3 hr; highest, 22 hr; lowest, 6.3. 
Team, etc., $2.32. 

(6) Slabs Between Steel Beams. The average on 13 buildings 
was 16.3 hr; the highest, 21 hr; the lowest, 10£ hr. Team, etc., 
$2.21 average; the highest, $5.94; the lowest, 76^. 

(7) The average on 18 buildings with beam floors was 17.7 hr; 
the highest, 30 hr; the lowest, 6.4 hr. Team, etc., $2.65 average; 
highest, $5.78;, lowest, 92^. 

Ordinary contractors sometimes forget to make allowances for 
plant, such as engines, mixers, hoists, trucks, wagons, etc. There 
should be an allowance for this “overhead.’’ 

Finals. With the figures already given a valuator can get a close 
enough total on any class of concrete work. The records show 
that there are great differences between high and low, and only 
theorists believe that mathematical accuracy is possible in appraisal 
work. 

It is a simple enough matter getting the cubic yards ? and the 
quantities may be had from the table if the proportions are known, 
and if not they may be guessed at. 

Example. Taking No. 7 and assuming a floor 6 in thick, there 
are 54 sq ft in a cubic yard of concrete. This unit is taken to get 
even figures. 

Labor on 54 sq ft of forms, $1 per hour, 17^. $9.45 


Lumber for 54 sq ft (use local rate). 7.29 

Nails and tie wire, per sq ft. .81 

Labor on concrete, 17.7 hr at 60j£. 10.62 

Team, etc. 2.65 

Cement (1 : 3 : 6), 1.1 bbl at $3. 3.30 

Sand, | cu yd. 1.20 

Crushed stone, .94 cu yd. 3.90 

Water. .10 


$39.32 

Dividing the total by 54 equal 73j£ per sq ft without profit. If the 
high or low figures were used the outcome would be quite different. 
Reinforcement is not included. 











276 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


While floors are often made of a 1 : 3 : 6 proportion, as in the 
foregoing example, columns are mixed 1:2:4. They are detailed 
at (3). Assuming a column 24"X18"X9' gives a cubic yard, 
equals 63 sq ft for forms. By always taking an exact cubic yard 
the cost per linear foot of column can be established, and thus any 
number of linear feet. 

Labor on 63 sq ft of forms, $1 per hour, 20$12.92 


Lumber for 63 sq* ft.. 6.93 

Nails and tie wire. .95 

Labor on concrete, 16.6 hr at 60^. 9.96 

Team, etc. 2.38 

Cement, 1.57 bbls at $3. 4.71 

Sand, \ yd. 1.20 

Stone, .88 cu yd. 3.65 

Water.10 


*$42.80 

Dividing by 9 equals $4.76 per lin ft without profit or reinforcement. 

The weight of reinforcing steel varies to suit the type of structure. 
The Truscon Company allows about 5 lbs per sq ft of floor for ware¬ 
houses and factories with a live load of 150 lbs. This, as an approx¬ 
imate, includes footings, columns, beams and slabs. On this basis 
each floor takes care of its own structural work. The approximate 
total amount of concrete is about 1 cu ft per sq ft of floor. This 
reinforcing allowance is on the basis of a 4- to 6-story building; 
for an 8- or 10-story allow 7 to 8 lbs. 

With a 6-story and a live load of 250 to 300 lbs, allow 7 to 8 lbs 
reinforcement per square foot. The lightest and lowest factory type 
is not likely to have less than 3§ to 4 lbs. ■ 

For office buildings, stores, apartment houses, hotels, from 4 to 5 
lbs steel to each square foot of floor. Schools about 3 lbs. 

This means, of course, reinforced work, and not the regular heavy 
steel-tile construction. The following rough approximate table 
shows that requires much heavier weights: 

Weight of Steel on High Buildings 
On buildings up to 11 stories high, an approximate weight of steel 
is as follows, per square foot of floor area, not ground area: 


Apartment houses and hotels with outside frames. 14 lbs 

Office buildings as above.. 23 “ 

Warehouses as above. 28 “ 

Apartment houses and houses without outside frames. 9 “ 

Office buildings as above. 15 “ 

Warehouses as above.•. 18 “ 

















CONCRETE WORK 


277 


Royalty. In some types of construction it is necessary to allow 
to li per sq ft for patented rights on plain slab work. 

Column Steel. The Truscon tables in The New Building Esti¬ 
mator’s Handbook give 735 different weights per foot of column. 
The cores run from 10 in to 30 in, the diameter of wire from 
£ in to £ in, and the pitches from 1£ in to the foot to 3 in. How is 
an appraiser set down before a finished building to know which of 
the 735 to use? A few are given here for a guide. 

TABLE 3 

Weight in Pounds of Steel in Reinforced Columns—Square 

or Round 


Core, 

3-in pitch 

2-in pitch 

lf-in pitch . 

in 

diS 

f-in 

diam. 

f-in 

diam. 

s-in 

diam. 

f-in 

diam. 

i-in 

diam. 

AZ. 

<&. 

f-in 

diam. 

10 

2.97 

5.64 

8.70 

3.85 

7.60 

12.19 

4.72 

9.57 

15.70 

12 

3.33 

6.42 

10.09 

4.37 

8.78 

14.29 

5.43 

11.14 

18.48 

16 

4.02 

8.00 

12.90 

5.42 

11.13 

18.50 

6.83 

14.29 

24.07 

20 

4.73 

9.56 

15.70 

6.47 

13.50 

22.67 

8.23 

17.44 

29.66 

24 

5.43 

11.14 

18.50 

7.52 

15.85 

26.87 

9.63 

20.60 

35.25 


With a £-in diameter, 30-in core, and l£-in pitch the hooping 
weighs 43.65 lbs per lin ft. The price per pound being set and the 
installation the total can be added to the forms and the concrete. 


Cubic Feet of Concrete in Round Columns per Linear Foot 

Diameter, inches 

8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 

.35 .55 .79 1.07 1.40 1.77 2.18 2.64 3.14 3.69 4.28 4.91 5.59 6.31 7.07 

Rectangular Beams or Columns. To get the cubic feet per linear 
feet multiply the width and depth of the beam in inches and divide 
by 144. Thus a beam or column 14"X22" = 308, which divided by 
144 = 2.14 cu ft to a foot of beam or column. 


Sidewalks, Driveways and Floors 

Thickness. The ordinary sidewalk is 4 in, the driveway 6 in, 
and some floors for special purposes, or to resist water pressure from 

















278 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


below, are as thick as 18 in. Regardless of thickness the surfacing 
is usually the same, so that the proper method of getting a valuation 
is to estimate the ordinary concrete in the ordinary way and allow 
extra for the top. But if a section or specification is not to be 
found how shall an appraiser tell if a floor in a power-house pit is 
6 in thick or 12 in? 

In\all cities, and even in villages, there are men who make a 
specialty of putting down sidewalks and driveways, and they know 
the prices so well that they never need to make estimates, any more 
than the cistern builder did. The sidewalk men give the price 
either by the square foot or square yard of thickness to suit. 

The sidewalk or basement floor cuts such a small figure in a total 
that the best way for an appraiser is to get the area and set what he 
considers a fair unit for reproduction cost or for the year in which 
the work was done. A local figure may often be obtained. 

Prices. In the days before the war a common price for ordinary 
sidewalks was $1.25 per sq yd. In 1923 the same walks ran to 
$2.00. For a better class of work in a normal period, say, from 
1910 to 1913, the price was $1.80, or 20^ per sq ft. 

Take a basement floor 66'X120'X 6" thick. There are 880 
sq yd. Assume that a fair figure for this in 1923 was $3.00 per 
sq yd, and that an appraiser set a figure of only $2.75. The total 
would be $220 short, but the building might run to $120,000, and 
the shortage would be only one-fifth of 1 per cent of this. The 
Factory Mutual appraisers point out that the law of averages takes 
care of such items. The brick walls of the basement might be 
estimated $320 too high, or the guess made at the painting might 
just come to $220 too much. 

One of the best things put forth* in a barrowload of valuation 
literature was the summing up of the eight experts on the mechanical 
work of the railroads. After telling how small in comparison with 
the totals various items were the request was made to accept the 
work of the sub-committees “without quibbling.” 

On a basement with 1,150 sq yd the top dressing cost 28«f per yd. 
As wages were based on 70^ per hour for finisher and 45^ for helper 
an 8-hour day cost $9.20. Divided by 28j£ this gives 33 sq yd for a 
man and a helper in 8 hours. On some floors and walks 50 per cent 
more surface can be covered. 

“A crew of 6 men will mix by hand, place and finish 600 sq ft of 
6'X4” sidewalk in 10 hours. The same in a basement floor.” 

Excavation or filling may be required. Cinder fill may have been 
used. 


CONCRETE WORK 


279 


TABLE 4 

Surfacing of Floors, etc. 

Allow concrete material as per list, and add for top of floor. 


Sq yd 

Propor¬ 

tion 

Thick¬ 

ness 

Cement, 

bbls 

Sand, 

yd 

Sq yd 

Propor¬ 

tion 

Thick¬ 

ness 

Cement, 

bbls 

Sand, 

yd 

100 

1 to 1 

in 

2 

6.6 

0.9 

100 

lto 2 

3 n 

4 

7.0 

2.0 

100 

l to H 

i" 

2 

5.5 

1.2 

100 

1 to 2\ 

3 n 

4 

6.0 

2.1 

100 

1 to 2 

m 

2 

4.6 

1.3 

100 

lto 1, 

1" 

13.0 

1.8 

100 

1 to 2\ 

1 n 

2 

4.0 

1.4 

100 

lto H 

1" 

10.8 

2.3 

100 

1 to 1 

r 

10.0 

1.4 

100 

1 to 2 

1" 

9.2 

2.6 

100 

1 to 1^ 

3 n 

4 

8.1 

1.7 

100 

lto 2\ 

1" 

8.0 

2.8 


Atlas Portland Cement Company 

This company sends out some good data, as may be seen from a 
few extracts following: 


Concrete Sidewalks 

One-Course Type 

Mixtures: The one-course concrete sidewalk is constructed of a 
mixture of 1 part Atlas cement, 2 parts of sand, and 3 parts of 
broken stone or gravel. For each 100 sq ft of sidewalk, *4 in thick 
allow materials as follows: 9 bags Atlas cement, 18 cu ft sand, 27 
cu ft of gravel or crushed stone—8 hours’ labor of 2 men. Figure 
for any other thickness proportionately. 


Two-Course Type 

Proportioning: The two-course concrete walk is constructed of a 
concrete base-course mixture of 1 part Atlas cement, 2^ parts sand, 
and 5 parts of broken stone or gravel; and of a top or surfacing 
coat of cement mortar, made of 1 part Atlas cement and 2 parts 
sand. Allow for each 100 sq ft (for example, a walk 25 ft long and 
4 ft wide), 4 bags of Atlas cement and 8 cu ft of sand for the mortar 
top coat, 1 in thick; and for the base course, 3 in thick, 4| bags 
Atlas cement, 11| cu ft sand, and 22\ cu ft gravel or crushed stone. 
To build 100 sq ft, allow the labor of 2 men for about 10 hours. 

Thickness: The base-course is deposited first, 3 or 4 ins thick 
4 ins, if the walk must sustain heavy loads—and then roughly 

















280 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


leveled off with a strike-board. Inside of thirty minutes the top or 
surfacing coat of mortar at least 1 in thick must be placed on the 
base-course. If the top course is not placed almost immediately 
after the base-course, the two will not knit or bind together in a 
solid mass. 

Stairs. “For 10 steps, each with 7-in riser, 10-in tread, and 
24-in long, allow | bbl or 2 sacks of Atlas cement, 4 cu ft of sand, 
and 8 cu ft of gravel.” 


TABLE 5 

Table of Reinforcement for Concrete Steps 


No. 

of 

steps 

Clear 

span 

Ft In 

Thick¬ 

ness 

slab 

In 

Reinforce¬ 
ment. 
Diameter 
spacing rods 
In 

No. 

of 

step's 

Clear 

span 

Ft In 

Thick¬ 

ness 

slab 

In 

Reinforce¬ 
ment. 
Diameter 
spacing rods 

In 

4 

2 

2 

4 

| 10 inches 

8 

5 

6 

5 

i 5 inches 

5 

3 

0 

4 

i 10 inches 

9 

6 

4 

6 

\ 5 inches 

6 

3 

10 

4 

J 7 inches 

10 

7 

2 

6 

| 5 inches 

7 

4 

8 

5 

| 7 inches 

11 

8 

0 

6 

f 6 inches 


Concrete Driveways 

“For a roadway 8 ft wide, 5 in thick on sides and 6 in in center, 
allow for each 20 ft in length 19 bags of Atlas cement (equals 4| bbls), 
38 cu ft of sand and 57 cu ft of gravel or stone.” 

Bam and Stable Floors 

Quantities required: “For each 100 sq ft of floor (10 ft wide, 
10 ft long, for instance), 6 in deep, you will require 11 bags Atlas 
cement, 22 cu ft sand, and 44 cu ft broken stone or gravel at 1 : 2 : 4 
proportions.” 


Basement or Cellar Floors 

Mixture: For the one-course floor mix the concrete in the propor¬ 
tion of 1 part Atlas cement, 2 parts sand, and 4 parts crushed stone 
or gravel. Deposit it 4 in thick. Level it off and finish it imme¬ 
diately, first with a wooden float and then with a very few strokes 
of a steel trowel. 

For the two-course floor the mixture should be 1 part Atlas cement, 

2 \ parts sand, and 5 parts crushed stone or gravel. Place this 

3 j in thick. As soon as this has been struck off, the top or surfacing 
coat of mortar—a mixture of 1 part of Atlas cement and 2 parts of 















CONCRETE WORK 


281 




sand should be deposited over the concrete base about f in thick 
and should be troweled immediately to the desired surface with a 
steel trowel. 

Material and labor required: For each 100 sq ft of one-course 
floor, 4 in thick, allow 7\ bags Atlas cement, 15 cu ft sand, and 
30 cu ft crushed stone or gravel, and the labor of 2 men for about 
8 hours. 

For a two-course floor, of the same dimensions allow 8 bags 
Atlas cement, 18 cu ft sand, and 25 cu ft gravel, and the labor for 
about 10 hours of 2 men. 


TABLE 6 

Amounts of Mortar and Concrete—Different Mixtures 


mortar 


Mixture 

Volume of mortar 

Cement 

Sand 

1 bag. 

2 CU ft 

Make 2^ cu ft 

1 “ . 

2* “ 

“ 2 \ “ 

1 “. 

3 “ 

“ 2f “ 


CONCRETE 


Mixture 




Cement 

Ssynd 

Gravel or stone 

v oxume oi concrete 

1 ba.ff. 

1§ CU ft 

3 cu ft 

Make 3* 

cu ft 

1 

i ( 

2 “ 

3 

l c 

< ( 

3 

< C 

1 

< t 

2 “ 

4 

l c 

( ( 


C i 

1 

i i 

2* “ 

3 “ 

5 

i ( 

C C 

5f 

( c 

1 

( i 

5 

11 

C ( 

5! 

l ( 































CHAPTER V 

STONE, GRANITE, MARBLE 

REMARKS ON THE TABLES 

Table 1: Rubble. For ordinary walls 18" to 20" thick with 
two faces allow 3 cu yd per 8 hours for 1 mason and 1 laborer, or 
practically the 0.4 column in the table, which is set in tenths each 
hour = 0.4 X8 = 3.2 cu yd. With many angles, 2 to 2\ yd in 8 hours. 

On a wall 12 in to 16 in thick with two faces use the 0.3 column, 
or 2.4 cu yd for 8 hours. With angles not more than 2 yd. 

On walls 24 in with two faces use the 0.5 to 0.6 columns per hour, 
or 4 to 4.8 cu yd per 8 hours for 1 and 1—a contractor would say 
4 to 5 yd, and 3 to 4 with angles. 

On walls 28 in to 32 in with two faces use columns 0.6 to 0.8 
per hour, or 4.8 to 6.4 cu yd—say, 5 to 6£, and 4| to 6 with angles. 

On walls 12 in to 16 in with only one face and the other against 
earth, or covered, use columns 0.5 and 0.6 per hour, or 4 to 5 cu yd; 
angles 3 to 4. 

On walls 20 in to 24 in with only one face use columns 0.7 and 0.8 
per hour, or 5.6 to 6.4 in 8 hours, and 5 to 6 with angles. 

On walls 28 in to 32 in with only one face use columns 0.9 and 1 
per hour, or 7.2 to 8 yd per 8 hours—6^ to 7\ with angles. 

All of the foregoing work to be in basements where walls do not 
run more than 10 ft below ground or 3 ft above, and where all 
material is dumped by wagons without wheeling, where stones are 
handled without a derrick, and where all conditions are favorable 
for the larger allowances. The 0.8, 0.9 and 1 columns would seldom 
be reached by 1 mason, and if scaffold work was required 2 masons 
would use 3 laborers. Table 2 is made out for this heavier work, 
unless in exceptional cases where long, straight, thick walls with one 
face and stone piled close by wagons make it possible for 1 man to 
lay up a heavy yardage with a laborer to assist him. As usual, any 
rate of wages can be applied from the first two columns. 

Table 2. In this table 2 masons have 3 laborers to attend them. 
This allowance is required for almost all work above the ground 
level and for basements with stones of such a size that a derrick 
has to be used to lift them. The allowances are for buildings of 

282 


STONE, GRANITE, MARBLE 


283 


not more than two stories above the ground where all work is 
handled by hand derricks, or hoists run by gasoline or horse-power. 

For straight walls, two faces, 12 in to 16 in, use the 0.3 column 
or 2.4 cu yd per 8 hours. If many angles and pitched gables are 
to be laid up allow half of the 0.4 column, which is equal to 0.2 or 
1.6 cu yd. The amount for 0.2 is found by doubling the 0.4 figures. 
With bay windows and corners 1.6 cu yd is a fair day’s work. 

For 18 in to 20 in walls, straight, two faces, allow 0.4 cu yd per 
hour, or 3.2 yd per day, but only half of the 0.5 if bays and corners 
and gables are to be laid. This half of 0.5 = 2 yd per 8 hours. No 
walls thicker than 20 in are required when building is not more 
than two stories above the ground. 

For heavy basement work, double faced, use from 0.6 to 0.8 
columns as before, but with the extra laborers in Table 2. With 
angles, this work might not run more than column 0.5 or 4 cu yd 
in 8 hours. 

On walls 20 in to 24 in, single faced, use columns 0.7 and 0.8 
per hour; and for 28 in to 32 in use columns 0.9 and 1. 

The assumption is that all the foregoing work is laid in a mixture 
of Portland cement and lime—say, three-quarters Portland and one- 
quarter good lime. The yardage would have to be cut about a 
tenth if Portland alone were used. 

The usual contingencies have to be considered—bad weather, one 
of the most important in this work; high scaffolds; long wheeling 
distances; external and internal angles, etc. 

High Work. In most parts of the country ashlar, with backing, 
Indiana stone, or other brick or reinforced concrete is used for 
buildings of more than a couple of stories, and the backing is of 
brick, as a rule, but of stone in parts where it is cheap. Rubble 
by itself is not very common. 

On some classes of buildings, such as halls, a derrick is set up on 
a scaffolding and stone handled from all directions from basement 
to roof. It is clear that if a certain class of expensive scaffolding 
had to be used to do the work an allowance should be made, either 
in a lump sum or added to the unit cost of the work. Ordinary 
scaffolding is attended to in the cost of the various kinds of material, 
such as brick or concrete, but special installations are not. The 
erection of the derrick has also to be allowed, and changing from 
floor to floor. 

On a building with 18,500 cu ft of Indiana stone and with laborers’ 
wages at 40^ per hour the cost per cubic foot for handling the derrick, 
erecting, moving from floor to floor, and dismantling ran to 2^ per 
cu ft. The building was of a high basement and two high stories. 
With wages at 60j£ the rate would be 3^ per cu ft; and with a higher 
building at this rate it might run to 4f£ or 5j£. But as a derrick 


284 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


handles all other material—steel, brick, etc.—the entire cost 
should not be charged to stone or any one item. On a wage basis 
of 60^ per hour for laborers a fair allowance for engine shelter, shed 
and complete handling on a six-story building would be $400 to 
$500. On such a building a scaffolding is not required, as the der¬ 
rick is set on the floors. 

In such cases as require a special scaffold it is hard to even guess 
the cost. Size and height have to be known. Approximately, for a 
ground size of 20'X20' allow 200 ft B. M. for each foot in height, 
or 16,000 ft of framing for 80 ft high. At $50 lumber, $800; labor 
for 2 carpenters and 2 laborers, 600 ft B. M. in 8 hours at $1 and 
60^ rates about $700; bolts and spikes, $50; use of guy ropes, $20; 
dismantling, say, $100; equals in all, $1,670. But the salvage 
lumber should be worth at least half of its cost, and also the bolts. 

Some could erect a much less expensive scaffold; but once a 
double one was blown down and I saw the wreckage. Lumber and 
labor rates might be less. 

Actual Setting. The derrick being in place, Table 3 comes first. 
This rubble is at the same number of yards as 1 and 2, but the hour 
rate is higher, to allow for the engineer and extra laborers. On 
rubble work, perhaps faced with random rock-faced ashlar, the 
supplies can be dumped on the scaffolds for several masons, and the 
cost of engine work thus reduced, for ordinarily the stones can be 
handled by a mason and a laborer. 

The same allowances as already given for various classes of work 
may be used, but with the higher rates, as shown in Table 3. 
Table 1, for example, at 0.5, or \ cu yd per day, comes to $1.20; 
Table 2 at 0.5, $1.40; while Table 3 is $2.40. This on the low wage 
basis of 40 ;t and 20^. The engineer and extra laborers raise the 
unit, even although each mason lays as much. I have seen one 
derrick supply a whole large church, and in such a case the higher 
wage paid to the engineer is divided until practically it “cuts no 
figure.” 

Cobble stone Work. This is hard to estimate if not seen, and 
sometimes harder if seen. 

On such work as chimneys and piers, where there are corners to 
be laid up, allow double the time. 

Cobblestone Labor Table for an Average Wall, 60 Sq Ft, 


Single Face 

Mason, 8 hours at $1.20, on 6-in face. $9.60 

Laborer, 8 hours at 60^. 4.80 

Mason on backing, 60 cu ft. 8.00 

Laborer on backing, 60 cu ft. 4.00 


$26.40 







STONE, GRANITE, MARBLE 


285 


The above wall is assumed to be about 18 in thick, with the 6-in 
cobbles and the 12-in backing. This is, for labor alone, at the rates 
given, about 44^ per sq ft, and 29^ per cu ft. 


Cobblestone Labor Table for an Average Wall, 60 Sq Ft, 
Double Face 

Mason, 10 hours at $1.20, on two 6-in faces. . $12.00 


Laborer, 10 hours at 60j£. 6.00 

Mason on filling in 6 in = 30 cu ft. .. 4.00 

Laborer on filling in 6 in =30 cu ft. 2.00 


$24.00 

The faces are set at about 6 in; the filling, 6 in, or in all an 18-in 
wall. Per square foot for labor alone, 40^; cu ft, 27. 

Setting Ashlar. The various quantities are given in Table 4. 
With long, straight walls on ground level, and everything handy, 
a mason can set from 18 to 22 sq ft per hour of full-length ashlar 
by hand-derrick work, and from 10 to 14 on shorter runs with angle 
work and openings. On such work as lining up the sides of stairs, 
fitting under balconies, pilaster work the first column of 8 per hour 
may not be reached whether by hand or power derrick. On the 
allowance of 18 to 22 close to the ground a derrick is not supposed 
to be used unless the stone is heavier than mason and laborers can 
lift. 

As with rubble, a power derrick can serve more than one mason 
when setting ashlar, for the stones can be laid on the scaffold and 
set with a breast derrick, so that the engineer’s time is cut among 
several. The same allowances can be used as for hand-derrick work, 
but the 24 column will not be often reached. For 4 masons the 
allowance is 14 laborers, and the engineer included. 

For random ashlar allow for ordinary work about 6 to 8 cu ft 
per mason per hour. 

Solid Walls. Table 5 gives the allowances for this, and “stone” 
is used to include granite and marble, as well as Indiana, the best- 
known material. If there is no cutting, masons can set granite 
about as easily as Bedford—“makes absolutely no difference,” 
said a contractor for large work to me at this point, although I had 
allowed about 10 per cent in The New Building Estimator Handbook 
in case of any fitting. 

Stones of the kind for which Table 5 was compiled go through the 
wall in many cases, and partly through backed up with brick or rub¬ 
ble in some sections. They are thus much heavier than ashlar, and 
the cubic footage soon counts up, but is checked because a derrick 






286 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


has to be used to hoist them. This means that only one mason can 
work, and the whole equipment and force has to be at his service. 
With long stretches of heavy granite, Indiana stone, or marble, in 
basements with thick walls the cubic footage goes down rapidly. 
A basement examined has granite blocks 12 ft long by 6 ft high and 
18 in thick, down to 12 ft long by 4 ft high. The first has 108 cu ft, 
and if laid close to the wall might be set in an hour. Piers 4'X4' 
with stones 2 ft to 3 ft high are soon laid up, and so with much work 
that might be specified. But the average has to be taken. With 
the granite blocks the hand derrick, if used, has to be moved at 
each lift; and with both hand and power the whole force has to 
wait on the mason while he plumbs and levels—and sometimes has 
to do a little cutting. On this heavy kind of work the mason who 
put granite and Indiana on the same basis allowed from 200 to 
250 cu ft per 8-hour day for a mason and a gang, but in some cases 
as high as 300. Close to the ground a hand derrick can set as 
cheaply as a power one, for an engineer is not required. 

In Table 5 the lowest figure is set at 12 cu ft per hour, and this 
should be done on short runs with pilasters and openings, either 
with hand on low work or with power on high. But on such work as 
octagonal projections this would have to be cut to 8 and 10 cu ft. 
A good deal depends upon the class of work. With polished work, 
such as granite, marble, and Indiana more care has to be taken 
than when rock-faced and pitched from rough joints. 

The 20 and 22 columns in Table 5 might be taken as a fair average 
for ordinary setting work, and the wage taken to suit the local rate 
as a basis for valuation. 

There are six laborers allowed for each mason, the engineer being 
included among them, and his higher wage brings down the total a 
trifle. The mason has always a helper, at a little better wage than 
an ordinary laborer, if he is a good man, and there has to be a line 
man above to receive the material. For ordinary work a couple of 
laborers on the ground can get the stones ready for hoisting. An 
extra laborer would add about 13 per cent to the totals. 

Columns. “By hand power 2 per 8 hours of about 24-in diameter 
by 16 ft to 20 ft long; by steam or electric power, 4 per day and 
perhaps 6.” This for a mason and 4 to 6 laborers. It is thus 
cheaper to put columns in place in one piece than in drums. But 
the 6'X56' granite columns for the New York cathedral broke in 
the lathe—two of them—and the length had to be cut. 

Scaffolding is usually supplied by brick contractor. 

Cut-stone Trimmings. The ordinary brick house has trimmings 
of stone, such as window and door sills, base courses, copings at 
areas and steps, sometimes pilasters and plain cornices. On ordinary 
work the bricklayer and a couple of laborers do the setting by hand 


STONE, GRANITE, MARBLE 


287 


without even a derrick. Table 6 gives the range from 3 to 12 cu ft 
per hour. On such material as plain cornices run up by.the brick 
hoist on a long straight wall and heavy base course allow from 10 to 
12 cu ft per hour; on the same work with breaks and angles to fit, 
6 to 8 cu ft; on pilasters and columns, from 3 to 4. 

In Table 7 larger allowances are given, and they may be applied 
in the same proportion as set forth, but the totals are higher on 
account of the extra man or men at the derrick. 

Floors, Etc. In Table 8 the unit is the square foot. For floor 
work with blocks about 12"X12" use columns 8 to 10. For plain 
work 120 ft per day or 15 sq ft per hour might be done. Dividing 
the first figure of 60^ by 15 equals 4^ per sq ft. It is an unwritten 
rule with all floor work that the concrete base is supplied by another 
than the tile contractor, but an appraiser must include this part also. 

For small rooms and angles use columns 5 to 7; and for the 
smallest, like bathrooms and closets with comers, 4 to 5 may be 
enough. 

Treads and platforms take from 10 to 20 per cent more time than 
floors; wainscoting takes about the same as the treads; while fine 
marble ashlar wall facings may be allowed at from 2 to 4 sq ft per 
hour on cut-up work and 5 to 6 on plain. Base of an 8-in width 
takes about the same time as 12 in and may thus be put on a square- 
foot basis at 4 ft per hour by 1 and 1, as in Table 8, for cut-up work, 
and twice as much for long stretches. 

Odd Sizes and Work. Marble base under 12 in costs as much 
for labor as full width, and sometimes a little more. A setter and 
laborer will lay from 6 to 8 lin ft in an hour, on straight work, and 
5 to 6 on cut-up. Door and window finish if straight may be 
placed on the same linear-foot basis as base, unless the openings are 
extra high, in which case allow 10 per cent extra in money, or less 
in linear feet. 

Cap. On plain straight work allow 7 ft per hour for man and 
helper. With short angles and rake work about half. 

Terra Cotta. So far as hoisting to high buildings is concerned it 
is as easy to handle granite or Indiana as terra cotta, which weighs 
only half as much as solid material. The gain comes only in the 
handling by the mason and laborer. For contracting purposes and 
on work at ground level an allowance of 10 per cent of difference 
between the stone and terra cotta might be made, and 5 per cent on 
the high work, but for valuation purposes the figures in the tables 
may as well be used. 


288 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 1 

Cost of Labor on Rubble per Cubic Yard 


Rate 

per 

hour 

for 

mason 

Rate 

per 

hour 

for 

laborer 

Rate 
per 
hour 
for 1 
with 1 

Number of cubic yards laid in 1 hour 

0.3 

0.4 

0.5 

0.6 

0.7 

0.8 

0.9 

$ 0.40 

$ 0.20 

$ 0.60 

2.00 

1.50 

1.20 

1.00 

0.86 

0.75 

0.67 

.50 

.25 

.75 

2.50 

1.88 

1.50 

1.25 

1.07 

.94 

.83 

.60 

.30 

.90 

3.00 

2.25 

1.80 

1.50 

1.29 

1.12 

1.00 

.70 

.35 

1.05 

3.50 

2.63 

2.10 

1.75 

1.50 

1.31 

1.17 

.80 

.40 

1.20 

4.00 

3.00 

2.40 

2.00 

1.71 

1.50 

1.33 

.90 

.45 

1.35 

4.50 

3.38 

2.70 

2.25 

1.93 

1.69 

1.50 

1.00 

.50 

1.50 

5.00 

3.75 

3.00 

2.50 

2.14 

1.88 

1.67 

1.10 

.55 

1.65 

5.50 

4.13 

3.30 

2.75 

2.36 

2.08 

1.83 

1.20 

.60 

1.80 

6.00 

4.50 

3.60 

3.00 

2.57 

2.25 

2.00 

For ea . 5*5 diff , in 








Col . 2 .... 


17*5 

13*5 

10*5 

8*5 

7 i 

6*5 

5*5 


i 


0.60 

.75 

.90 

1.05 

1.20 

1.35 

1.50 

1.65 

1.80 

5*5 


TABLE 2 

Cost of Labor on Rubble per Cubic Yard 


Rate 

per 

hour 

for 

mason 

Rate 

per 

hour 

for 

laborer 

Rate 
per 
hour 
for 1 
withl| 

Number of cubic yards laid in 1 hour 

0.3 

0.4 

0.5 

0.6 

0.7 

0.8 

0.9 

l 

$ 0.40 

$ 0.20 

$ 0.70 

2.33 

1.75 

1.40 

1.17 

1.00 

0.88 

0.78 

0.70 

.50 

.25 

.88 

2.93 

2.20 

1.76 

1.47 

1.26 

1.10 

.99 

.88 

.60 

.30 

1.05 

3.50 

2.63 

2.10 

1.75 

1.50 

1.31 

1.17 

1.05 

.70 

.35 

1.23 

4.10 

3.08 

2.46 

2.05 

1.76 

1.54 

1.37 

1.23 

.80 

.40 

1.40 

4.67 

3.50 

2.80 

2.33 

2.00 

1.75 

1.56 

1.40 

.90 

.45 

1.58 

5.27 

3.95 

3.16 

2.63 

2.26 

1.98 

1.76 

1.58 

1.00 

.50 

1.75 

5.83 

4.38 

3.50 

2.92 

2.50 

2.19 

1.95 

1.75 

1.10 

.55 

1.93 

6.43 

4.83 

3.86 

3.22 

2.76 

2.41 

2.15 

1.93 

1.20 

.60 

2.10 

7.00 

5.25 

4.20 

3.50 

3.00 

2.62 

2.34 

2.10 

For ea . 5*5 diff . in 









Col . 2 .... 


25*5 

19*5 

15*5 

12*5 

11*5 

9*5 

. 8*5 

7*5 
































STONE , GRANITE , MARBLE 


289 


TABLE 3 


Cost of Rubble Labor per Cubic Yard with Power Derrick 


Rate 

per 

hour 

Rate 

per 

hour 

Rate 

per 

hour 


Number of cubic yards laid in 1 hour 


for 

mason 

for 

laborer 

for 1 
with 4 

0.3 

0.4 

0.5 

0.6 

0.7 

0.8 

0.9 

l 

$ 0.40 

$ 0.20 

$ 1.20 

4.00 

3.00 

2.40 

2.00 

1.71 

1.50 

1.33 

1.20 

.50 

.25 

1.50 

5.00 

3.75 

3.00 

2.50 

2.14 

1.88 

1.67 

1.50 

.60 

.30 

1.80 

6.00 

4.50 

3.60 

3.00 

2.57 

2.25 

2.00 

1.80 

.70 

.35 

2.10 

7.00 

5.25 

4.20 

3.50 

3.00 

2.63 

2.33 

2.10 

.80 

.40 

2.40 

8.00 

6.00 

4.80 

4.00 

3.43 

3.00 

2.67 

2.40 

.90 

.45 

2.70 

9.00 

6.75 

5.40 

4.50 

3.86 

3.38 

3.00 

2.70 

1.00 

.50 

3.00 

10.00 

7.50 

6.00 

5.00 

4.29 

3.75 

3.33 

3.00 

1.10 

.55 

3.30 

11.00 

8.25 

6.60 

5.50 

4.71 

4.13 

3.67 

3.30 

1.20 

.60 

3.60 

12.00 

9.00 

7.20 

6.00 

5.14 

4.50 

4.00 

3.60 

For ea . hi c 
Col . 2 . 1 .. 

iff . in 

67 

50j £ 


33 ^ 

28 i 

25 £ 

22 i 

20 ^ 


TABLE 4 


Cost of Labor Setting Ashlar per Square Foot 


Rate 

per 

hour 

for 

mason 

Rate 

per 

hour 

for 

laborer 

Rate 

per 

hour 

for 

1 with 3 

By hand derrick 
low buildings 

on 

Rate 

per 

hour 

for 

1 with 

3| 

By power derrick on 
high buildings 

Number of square 
feet set in 1 hour 

Number of square 
feet set in 1 hour 

8 

10 

14 

18 

22 

10 

12 

16 

20 

24 

$ 0.40 

$ 0.20 

$ 1.00 

.13 

.10 

.07 

.06 

.05 

$ 1.10 

.11 

.09 

.07 

.06 

.05 

.50 

.25 

1.25 

.16 

.13 

.09 

.07 

.06 

1.38 

.14 

.11 

.09 

.07 

.06 

.60 

.30 

1.50 

.19 

.15 

.11 

.08 

.07 

1.65 

.17 

.14 

.10 

.08 

.07 

.70 

.35 

1.75 

.22 

.18 

.13 

.10 

.08 

1.93 

.20 

.16 

.12 

.10 

.08 

.80 

.40 

2.00 

.25 

.20 

.14 

.11 

.09 

2.20 

.22 

.18 

.14 

.11 

.09 

.90 

.45 

2.25 

.28 

.23 

.16 

.13 

.10 

2.48 

.25 

.21 

.16 

.13 

.10 

1.00 

.50 

2.50 

.31 

.25 

.18 

.14 

.11 

2.75 

.28 

.23 

.17 

.14 

.12 

1.10 

.55 

2.75 

.35 

.28 

.20 

.15 

.13 

3.03 

.31 

.25 

.19 

.15 

.13 

1.20 

.60 

3.00 

.38 

.30 

.21 

.17 

.14 

3.30 

.33 

.28 

.21 

.17 

.14 

For ea . hi diff . in 












Col . 2 . 


to 

T5- 

l u 

H 

U 

u 


m 

m 

m 

H 

U 


On such work as requires 4 laborers add 20 For an extra laborer add 18 
per cent to totals. per cent to totals-. 









































290 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 

TABLE 5 

Cost of Labor Setting Stone per Cubic Foot by Power Derrick 


Rate 

per 

hour 

for 

mason 

Rate 

per 

hour 

for 

laborer 

Rate 
per 
hour 
for 1 
with 6 

Number of cubic feet set in 1 hour 

12 

15 

18 

20 

22 

24 

28 

32 

$ 0.40 

$ 0.20 

$ 1.60 

0.14 

0.11 

0.09 

0.08 

0.07 

0.07 

0.06 

0.05 

.50 

.25 

2.00 

.17 

1.3 

.11 

.10 

.09 

.08 

.07 

.06 

.60 

.30 

2.40 

.20 

.16 

.13 

.12 

.11 

.10 

.09 

.08 

.70 

.35 

2.80 

.23 

.19 

.16 

.14 

.13 

.12 

.10 

.09 

.80 

.40 

3.20 

.27 

.21 

.18 

.16 

.15 

.13 

.12 

.10 

.90 

.45 

3.60 

.30 

.24 

.20 

.18 

.16 

.15 

.13 

.n 

1.00 

.50 

4.00 

.33 

.27 

.22 

.20 

.18 

.17 

.14 

.13 

1.10 

.55 

4.40 

.37 

.29 

.24 

.22 

.20 

.18 

.16 

.14 

1.20 

.60 

4.80 

.40 

.32 

.27 

.24 

.22 

.20 

.17 

.15 

For ea . 5«f diff . in 









Col . 2 .... 


2U 

1 

2i 

i u 

W 

1W 

1 

IU 


1^ 


TABLE 6 

Cost of Labor per Cubic Foot Setting Cut Stone Trimmings 

by Hand 


Rate 

per 

hour 

for 

mason 

Rate 

per 

hour 

for 

laborer 

Rate 

per 

hour 

for 

1 with 2 

Number of cubic feet set in 1 hour 


3 

4 

6 

8 

10 

12 

$ 0.40 

$ 0.20 

$ 0.80 

0.27 

0.20 

0.13 

0.10 

0.08 

0.07 

.50 

.25 

1.00 

.33 

.25 

.17 

.13 

.10 

.08 

.60 

.30 

1.20 

.40 

.30 

.20 

.15 

.12 

.10 

.70 

.35 

1.40 

.47 

.35 

.23 

.18 

.14 

.12 

.80 

.40 

1.60 

.53 

.40 

.27 

.20 

.16 

.13 

.90 

.45 

1.80 

.60 

.45 

.30 

.23 

.18 

.15 

1.00 

.50 

2.00 

.67 

.50 

.33 

.25 

.20 

.17 

1.10 

.55 

2.20 

.73 

.55 

.37 

.28 

.22 

.18 

1.20 

.60 

2.40 

.80 

.60 

.40 

.30 

.24 

.20 

For ea . 5j £ diff . in Col . 2 

3 ** 

2** 


i u 

1 ^ 

U 
































STONE, GRANITE, MARBLE 


291 


TABLE 7 

Cost of Labor per Cubic Foot Setting Cut Stone Trimmings 
by Hand Derrick 


Rate 

per 

hour 

for 

mason 

Rate 

per 

hour 

for 

laborer 

Rate 

per 

hour 

for 

1 with 4 


Number of cubic feet set in 

1 hour 


7 

8. 

9 

10 

12 

14 

16 

SO. 40 

SO. 20 

SI. 20 

0.17 

0.15 

0.13 

0.12 

0.10 

0.09 

0.08 

.50 

.25 

1.50 

.21 

.19 

.17 

.15 

.12 

.11 

.09 

.60 

.30 

1.80 

.26 

.23 

.20 

.18 

.15 

.13 

.11 

.70 

.35 

2.10 

.30 

.26 

.23 

.21 

.18 

.15 

.13 

.80 

.40 

2.40 

.34 

.30 

.27 

.24 

.20 

.17 

.15 

.90 

.45 

2.70 

.39 

.34 

.30 

.27 

.23 i 

.19 

.17 

1.00 

.50 

3.00 

.43 

.38 

.33 

.30 

.25 

.21 

.19 

1.10 

.55 

3.30 

.47 

.41 

.37 

.33 

.28 

.23 

.21 

1.20 

.60 

3.60 

.51 

.45 

.40 

.36 

.30 

.26 

.23 

For ea. hi diff. 

in Col. 2 

'tx. 

CO 

2W 

2 U 


1 U 

1W 

1 u 


TABLE 8 

Cost of Labor on Marble Floors, Platforms, Wainscot, Base 
and Facings per Square Foot 


Rate 

per 

hour 

Rate 

per 

hour 

Rate 

per 

hour 


Number of square feet laid per hour 


for 

mason 

for 

laborer 

for 1 
with 1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

SO. 40 

SO. 20 

SO. 60 

0.30 

0.20 

0.15 

0.12 

0.10 

0.09 

0.08 

0.07 

0.06 

.50 

.25 

.75 

.38 

.25 

.19 

.15 

.13 

.11 

.09 

.08 

.08 

.60 

.30 

.90 

.45 

.30 

.23 

.18 

.15 

.13 

.11 

.10 

.09 

.70 

.35 

1.05 

.53 

.35 

.26 

.21 

.17 

.15 

.13 

.12 

.11 

.80 

.40 

1.20 

.60 

.40 

.30 

.24 

.20 

.17 

.15 

.13 

.12 

.90 

.45 

1.35 

.68 

.45 

.34 

.27 

.22 

.19 

.17 

.15 

.14 

1.00 

.50 

1.50 

.75 

.50 

.38 

.30 

.25 

.21 

.19 

.17 

.15 

1.10 

.55 

1.65 

.83 

.55 

.41 

.33 

.28 

.24 

.21 

.18 

.17 

1.20 

.60 

1.80 

.90 

.60 

.45 

.36 

.30 

.26 

.23 

.20 

.18 

For ea. hi diff. in 
Col. 2. 

2 ** 

IU 

Hi 

H 

1* 

U 

1 Op 

u 


































292 APPRAISERS* AND ADJUSTERS* HANDBOOK 


Material 

Rubble. The size of the joints and the nature of the work make a 
good deal of difference in the quantity of stone required. For 
valuation purposes allow 128 cu ft at the quarry to 100 of the 
finished wall actual contents. The local price has to govern. It 
might be 10^ per 100 lbs and it might be twice as much. 

Mortar for Rubble. Allow for an average 2 bbls of Portland 
cement and 1 cu yd of sand for each 100 cu ft—or 3.7 cu yds—of 
the finished wall, and about 2 hours* labor of a man to mix. Or 
If bbls of good lime and 1 yd of sand. The lime swells and goes 
further than the cement. The local prices can be applied to the 
quantities. Water is charged for in cities at from 6f£ to per cu yd, 
or about for each yard of the 4 above. 


2 bbls cement at $3. $6.00 

1 cu yd sand at $2.50. 2.50 

2 hours’ mixing at 50j£. 1.00 

Water.08 


$9.58 

This is practically $2.60 per cu yd for mortar at the rates given, or 
10j£ per cu ft, but prices may have been only half on a building, the 
original cost of which is wanted. The 27 cu ft of mortar divided by 
the 3.7 cu yd of finished wall gives 7.3 cu ft of mortar per yard. 


If bbls lime at $2.50. $4.37 

1 cu yd sand. 2.50 

2 hours’ mixing at 50ff. 1.00 

Water.08 


$7.95 

Dividing by 3.7 = $2.15 per cu yd. In both cases, and with other 
tables also, the mixing labor is allowed. This is supposed to be 
included in the general allowance, but will cover up some small 
extras always uncounted—spoiled lime, cement wetted and made 
useless, etc. If the $1 is left out the cement mortar would be 
$2.32 at the rates given, and the lime, $1.88. 

Indiana Oolitic Limestone. This imposing title is official. “Bed¬ 
ford” stone has almost monopolized the Indiana product, but 
Bedford is only one field of several. 

Freight counts for a good deal with this splendid stone. From 
Indiana to Omaha, for example, the freight was 68j£ per cu ft in 












STONE, GRANITE, MARBLE 


293 


1923. As 200 lbs is charged for by the railroad companies, instead 
of 150 to 155 per cu ft, the rate is thus 34^ per 100 lbs. 

The following two tables are given as a comparison of prices in 
normal times, such as from 1910 to 1914, and prices in war times: 

TABLE A 


1910-1914— Bedford Stone, Linear Foot, Prices, Unset 


Description 

Size, 

inches 

Rate, 
cubic foot 

Cost 

with profit 

Window sills. 

5X 7 

$1.75 

$0.43 

Window sills. 

5X11 

1.70 

.65 

Window sills. 

7X 7 

1.70 

.58 

Window sills. 

7X11 

1.65 

.89 

Window sills. 

8X 8 

1.60 

.72 

Door sills. 

8X11 

1.50 

.92 

Door sills. 

8X15 

1.45 

1.21 

Door sills. 

8X19 

1.40 

1.48 

Lintels. 

4X10 

1.65 

.46 

Lintels. 

8X12 

1.50 

1.00 

Water table. 

6X10 

1.55 

.65 

Water table. 

8X12 

1.50 

1.00 

Coping. 

4X11 

1.70 

.52 

Coping. 

4X15 

1.55 

.65 

Coping. 

4X19 

1.50 

.80 

Coping. 

8X15 

1.45 

1.21 

Coping.. 

8X19 

1.40 

1.48 

Steps. 

7X14 

1.50 

1.02 


Approximate. For the high-priced period 1918-23—but not 1920 
—$2.50 per cu ft might be set for cut stone averaged over an ordinary 
building with a reasonable proportion of common moldings; setting, 
freight, and profit not allowed. It should be remembered that 
moldings are now run by machines, and that the old expensive hand 
work is thus not required. But appraisers may be set down before 
a large building with heavily molded work in the old style to get 
original cost, knowing that it was erected before diamond saws and 
molders were in use. Is he to allow at the old rate, several times 
as high as the new? A hint is given by the New England authorities 
on cotton mills and similar structures. As stated elsewhere, founda- 
tiop A is not valued at any more than B, if the latter is sufficient 
for its purpose, even although it is clear that by piling and deep, 



























294 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE B 
1918-23— Unset 


Description 


Window sills, plain bevel face. . 
Window sills, plain bevel face. . 
Window sills, plain bevel face. . 
Window sills, plain bevel face. . 

Window sills, lugged. 

Window sills, lugged. 

Window sills, lugged. 

Window sills, lugged. 

Door sills, lugged. 

Door sills, lugged. 

Door sills, lugged. 

Lintels. 

Lintfels. 

Watertable, 2"X2" wash. 

Watertable, 2"X2" wash. 

Coping. 

Coping. 

Coping. 

Steps. 


Size, 

inches 

Rate, 
cubic foot 

Rate, linear 
foot, 

with profit 

7 X 5 

$2.26 

$0.55 

11X 5 

1.83 

.70 

7X 7 

2.06 

.70 

10X 7 

2.06 

1.00 

7 X 5 

2.65 

.65 

11X 5 

2.62 

1.00 

7 X 7 

2.50 

.85 

10X 7 

2.57 

1.25 

10X 7 

2.57 

1.25 

14 X 7 

2.63 

1.65 

18 X 7 

2.57 

2.25 

4X10 

1.98 

.55 

8X12 

1.95 

1.30 

6X10 

2.88 

1.20 

8X12 

2.48 

1.65 

11X 4 

2.29 

.70 

14 X 4 

2.06 

.80 

19 X 5 

1.97 

1.30 

14 X 7 

1.91 

1.30 


heavy walls A cost several times as much as B. The reproduction 
cost of molded work would be at modern rates; if the appraiser 
wanted to have a high original cost he would price the hand work; 
if a low, the moldings would be based on the new equipment. It 
should always be remembered that the Interstate C. Commission 
Report says that within reasonable limits any kind of a valuation 
may be had, depending upon what the expert is expected to prove. 

The $2.50 rate as given above for an average might be cut to 
$2.00 and even less for a heavy bill of plain work. Such work as 
tracery, finials, corbels and brackets has almost to be priced by an 
expert if there is much of it; if a small amount, any appraiser can 
easily guess at it, as the total is a trifling percentage of the entire 
valuation. 

For the best tracery as seen in large rose windows of churches 
allow $10 per cu ft of the rough blocks before being touched. 

One of the largest contracts of Indiana stone was let by the 
State of Nebraska for the new $5,000,000 capitol in the middle of 


























STONE, GRANITE, MARBLE 


295 


1922. The stone in rough blocks at the quarry was set at 75^ 
per cu ft. This to insure that the same kind and color of stone 
would be used for the entire building, with its 400-ft tower. Setting, 
on an average, 25?f per cu ft, freight, profit and labor preparing the 
stone all to be added. Ozark marble was put at $1.35 at quarry. 

Columns. Round columns are turned in a lathe the same as 
wood ones, and cost about $1.10 per cu ft, before being turned, 
without freight, setting and profit. The square bases run to 40 and 
50 per cent per cu ft more than the round columns. If columns 
are fluted add about 6 i per lin ft of each flute. 

Moldings are as easily run on a wide stone as on a narrow one, 
and thus the cubic foot price depends upon the section. A cornice 
might be, say, 200 ft long with a molded edge. A part of this cornice 
might be 8 in high, molded, by 12 in wide equals 134 cu ft. With 
a stone 18 in wide the cubage is 144 ft; with 2 ft wide, 267. 

Some Official Indiana Figures. (1) School, Kansas, 4,000 cu ft, 
not set, $2.06 per cu ft in 1919. Ordinary straight work, such as 
grade course, water table, steps, cornice. Freight included, all work. 

(2) Church, Kansas, 2,134 cu ft, $2.30 without setting. 

(3) College, Missouri, 2,512 cu ft, $2.18 not set. 

(4) Bank, Missouri, 2,000 cu ft, good entrance and cornice, typical 
bank style, $2.09 cu ft, unset. Some carving. 

(5) Cornice for mid-Western bank, 3 ft high, $6.25 per lin ft. 
Crown mold, 3 ft wide by 10 in high. 

(6) Bridge balustrade, 3'-4" high; foot rail, 13"X10", molded 
2 sides; turned balusters, 7"X7"X2'; and hand rail, 13"X6", 
molded 2 sides, $8.50 lin ft, no freight or setting. 

(7) Columns: Doric shaft, base and capital, 3-ft diameter, 
fluted, 24 ft high over all, $330; Ionic, shaft, 32-in diameter, fluted, 
24 ft high, $330; Corinthian, shaft, 29 in, capital carved, 24 ft, $390. 
No freight or setting. 

Ashlar. The following abbreviated description is from the Indiana 
Limestone Quarrymen’s Association: “Ashlar is any plain piece of 
stone with cut beds and joints only, but more particularly wall 
facings. It is kept separate on the estimating sheet, and figured 
on a different basis. 

“The styles are: range or coursed ashlar; broken or random 
ashlar; hit-and-miss or irregular ashlar. Range is most generally 
used. It is laid up in courses which may be of various heights, but 
each course is carried through at the same height. Random was the 
style mostly used before machinery days. Each piece of stone was 
squared to its greatest size and so placed in the wall and sizes cut 
to fit unfilled spaces. In this, as in the coursed style, beds and 
joints are horizontal. Hit-and-miss has any kind of joints, some 
level, but most on irregular angles. 


296 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Cost. “To get at this from local quarries allow for a mason at 
hand work 30 face feet in 8 hours, if the blocks come nearly the 
size. This for 8-in rock-faced work and coursed work; for random 
add 10 per cent. Setting, 25j£ per sq ft for range; and 20 per cent 
more for random on the basis of 80j£ for setter and 45^ for laborer. 

“For smooth-face range strips may be had from the Indiana 
quarries sawed to height of course and ready to lay, except for some 
cutting to length. Without freight, unloading, hauling and profit, 
25^ to 30^ per sq ft. Approximately, 65^ complete per sq ft. 





Fig. 28.—Range or C. Tig. 29.—Coursed or R. 

Where the work is taken from the mills with no hand cutting, 
allow about 50j£ Iron anchors should be provided in each piece 
from 3 ft to 4 ft long; more than 4 ft, 2 are required. Each anchor 
hole, 10^ for cutting; and anchor about the same. 

Hauling. On a 1923 basis allow about $1.50 per ton for hauling 
if a derrick is handy at the loading point. Nearly all stone yards 
are on the railroad tracks. In a ton there are 13 cu ft. 

Cleaning Down. On a 6-story building in a low-price era and 
with large stones the pointing and cleaning came to only 1.6^ per 
sq ft; with small stones it would have been 3^ to 4j£. This, however, 
included the openings; net surface would have raised the unit 
25 to 40 per cent more. 








































































































STONE, GRANITE, MARBLE 


297 


In our high-price era the cost would have been 5^ to 6^ per sq ft. 
Allow 250 sq ft for 8 hours for 1 mason, on the basis of 3 masons 
working and 1 laborer attending them. On surfaces with smaller 
stones and more angles, 180 sq ft; and half of that on surfaces with 
many moldings and tracery. 

Taking 180 ft for each man as a base and allowing the laborer, at 
a wage of $1 and 60^ per hour, the rate per square foot, not including 
mortar, is not quite With cold weather and bad conditions, 

double this might be required; about 7 should be the limit. 

Mortar. The Indiana authorities object to the former custom of 
using compounds to paint the backs of stones, and prefer mortar 
only. Allow 5 cu ft of mortar f in thick for 100 sq ft of ashlar. 
The cost varies according to the price of the materials. The follow¬ 
ing is for a fair 1923 figure per cubic yard: 


1 cu yd sand. $2.60 

£ cu yd lime putty. 2.80 

3.6 cu ft. stainless cement. 6.40 

Labor mixing, 2 hours at 50^. 1.00 

Water. .10 


$12.90 

Another and richer mix is recommended, but the foregoing one is 
close enough for valuation work. The rate is 48^ per cu ft for 
mortar alone, and as 100 sq ft at \ in requires 5 cu ft the total is 
$2.40, or 24^ per sq ft. The rule is: Take one-twentieth of the 
surface measure to get the number of cubic feet of plastering mortar 
on backs of stones. Some masons might try to use only \ in, but 
the Indiana specifications require \ in. 

An average thickness of ashlar is easily decided, but the size of 
the stones is not. They may be for 6-in or 12-in courses, or long 
blocks 2'X3' or 4 ft. The mortar for the backing is easily found, 
for 100 sq ft at \ in is 50 cu ft at 1 in, and dividing by 12 equals 
4.17 cu ft, requiring at least 5 cu ft for waste, etc. But small stones 
require much more than large ones for setting mortar. 

(1) Assume an average front of courses at 12 in high and blocks 
24 in long. Each block has 2 sq ft and requires 6 lin ft of joint 
mortar averaging 6 in wide, or 3 sq ft. At this rate 100 sq ft require 
150 sq ft of mortar, say, f in thick, and this is small enough, or 
56 sq ft at 1 in equals 4.7 cu ft or for waste 5 cu ft per 100 sq ft, or, 
again, one-twentieth of the surface feet for cubic feet. For plaster¬ 
ing on back at \ in and for setting at f in allow one-tenth of the 
superficial feet in cubic feet. For 10 cu ft at 48^ equals $4.80 for 
100 sq ft, or 48^ per sq ft for the plastering and setting. But use 
local prices for material and labor. 








298 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


The brick backing for the first course next the stone is specified 
to be laid in the rich mortar; but mixing is allowed at $1 extra per 
yard, as it is supposed to be already included in general labor, and 
this covers some small extras and waste. 

The cost of the brick mortar depends, like the others, on what the 
prices are. Using the same ones as for the rich mortar a cubic yard 
of lime mortar might be detailed thus: 


If bbls lime at $2.50. $5.00 

1 cu yd sand. 2.60 

Labor mixing, 2 hours at 50^. 1.00 


$8.60 

This is close to 32^ per cu ft for material. With a joint at \ in, 
and it should never be less, it takes about 19 cu ft to 1,000 actual 
brick, and as there are 460 bricks to the cubic yard, close to 9 cu ft 
are required for a cubic yard, at 9X32^ = $2.88, or nearly 11^ per 
cu ft of brick at f-in joint. 

With a 12-in backing the allowance would be 110 with 16-in, 150; 
with 20-in, 180 

For each square foot of wall with ashlar and 12-in backing the 
mortar comes to 59^ at the prices given, but in some years they 
would be cut in two, and in some sections of the country , in those 
years, in three. 

(2) Setting the ashlar blocks at an average of 2 ft high and 3 ft 
long—and some granite work runs as long as 12'X6' high—6 sq ft 
requires 5 sq ft of mortar, f in as before, 100 sq ft, 84. At 1 in 
instead of f in there are 31£ cu ft. The rate is 48^X31^ = $15.12, or 
a little over 15^ per sq ft, instead of 240 Long granite or marble 
slabs would require less, while 6-in courses of ashlar would require 
more than 4he 240 

On the second basis, 24j£ for plastering, 15^ for setting, and 110 
for backing equals 50^ for a square foot of wall. 


Granite Work 

Setting. As already explained, the setting is about the same as 
for Indiana stone, a trifle more if there is cutting. But in 1920 the 
quarrymen allowed 75^ and even $1 per cu ft. 

Mortar. Use the same allowances as for stone, but half is suf¬ 
ficient if the blocks are of the large kind often seen. 

Freight. As a rough approximation, a rate of $4 per ton from 
New England to points midway between that and Chicago; to 
Chicago, cut work, $5.25 per ton, and polished work, $6. About 
13 cu ft to the ton. 






STONE, GRANITE, MARBLE 299 


National Building Granite Quarries Association, Inc. 

Building Granite Estimate 

The following article was contributed for this “Handbook” by The 
National Building Granite Quarries Association, 31 State St., 
Boston, and copyright reserved. 

In my “Contractors’ and Builders’ Handbook,” when discussing 
Mr. Edison’s statement that we are foolish to build in anything but 
reinforced concrete, I said that there is room enough and glory 
enough for all—stone, granite, marble, brick, terra cotta and rein¬ 
forced concrete. In the building just referred to with granite base¬ 
ment, the next two stories are of Indiana stone, and the ones above 
of brick, with terra cotta trimmings. “There is room enough and 
glory enough for a 7 l”—and the more granite we see in building work 
the better we shall be pleased, especially when the others are also 
forging ahead. We are after a better quality of building where fire 
will have less chance, and where the depreciation rate will be cut 
in half. 

There is such a variation in the working qualities of the different 
granites produced for building work, that no set rules for estimating 
can be laid down, and no unit prices determined winch would apply 
to all. 

Granite work cannot be accurately estimated by either the cubic- 
foot or surface-foot method. Any attempt to gage the value of 
granite work by cither of these methods is unsafe and should be 
discouraged. No practical method has been devised for classifying 
the work and gaging the va’ue of same by quantity unit prices. 

When men with long experience in producing and finishing granite 
for building work have been unable to devise any “short-cut” 
method of estimating, which will produce even a reasonably accurate 
approximation of the value of the work, it would surely be incon¬ 
sistent to attempt to lay down any “short-cut” method for the use 
of others who have not that same experience. 

In estimating granite work it is essential that the quantities be 
taken off in sufficient detail that a complete analysis can be made 
to which the unit prices must be applied in determining the total 
value. The estimate must be made with due regard to the methods 
employed in the cutting plants. Each stone or group of like stones 
must be figured separately, figuring each face, mould, head, check 
chamfer, wash, bed, and joint for each stone or group, and the proper 
cutting unit applied to each such sub-division of the work. 

The following Procedure and General Rule is laid down as a guide 
by wh’ch the value may be approximated, somewhat in the manner 
in which a granite contractor would prepare his estimate. Much of 
the detail has been eliminated in this outline, as at best only approxi 
mations may be made and the aetual value can only be determined 
by the producer of the particular granite finally selected. 


300 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Procedure and General Rules for Building 
Granite Estimating 

Quantities. A detailed schedule of quantities is first made, either 
by separate stones, groups of similar stones, or lin ft of similar 
moulded courses, etc. 

All measurements are taken on the least rectangular content, and 
fractions of an inch are raised to the next full inch in recording the 
dimensions and cubing the quantities. 

In general, no stone is cubed as less than 1 cu ft to 1 lin ft in length; 
no stone is cubed as less than 8" thick if less than 2'-0" high, and not 
less than l'-O" thick if 2'-0" high or higher. 

The quantity schedule is cubed, usually by the duodecimal 
system, and the total cube thus obtained is used in conjunction with 
the rough stock unit and the freight unit in determining these two 
factors of value. 


Cutting 

Plane Work, a Plane exposed faces—Figure the sq ft at the 
surface cutting unit for grade of cut specified. 

b Heads or Reveals—Figure the sq ft at one and one-half the 
proper cutting unit. 

c Plane Beds and Joints—Figure as not less than l'-O" wide, 
—figure sq ft at the bed and joint unit. 

Moulded Work, a Square the face of the moulded stone and 
figure at the surface cutting unit for grade of cut specified. 

b Estimate the number of equivalent members (see member 
chart), and figure number of members at the proper member unit 
times the length of membered portion of stone, 
c Beds and Joints—Figure same as on plane work, 
d Moulded Heads—Figure sq ft of head at one and one-half the 
surface cutting unit,—figure number of members at member unit 
times length of the longest member, in no case less than l'-O". 

e Breaks in Moulds—Figure members as double the length of 
longest member, but in no case less than l'-O". 

Miscellaneous, a Washes—Ordinary washes,—8" on or over, 
add drop of wash to width of wash, and figure as equivalent plane 
surface at the surface cutting unit. 

4" to 8" on, add drop to width and figure at one and one-half 
the surface unit. 

Under 4" on, add drop to width and figure at twice the surface 
unit. 

b Chamfers—Figure same as washes. 

c Washes with Lugs or Seats—Figure actual surface over all at 
one and one-half the surface cutting unit. 

d Checks or Rabbets—See table of Fine Rabbets. 


STONE, GRANITE, MARBLE 


301 


e Circular Work—Ordinarily figure as equivalent to one and 
one-half straight work, varying more or less as the radius of curva¬ 
ture is smaller or greater. 

f Checking for Steel—Must be figured according to judgment 
and experience. This work in many cases amounts to considerable 
value and must never be overlooked. 

g Roughing for Carving—Must be figured according to judgment 
and experience, and depends largely on the character of model. 
Columns. The ordinary method of figuring columns is as follows: 
a Figure surface as equivalent to five times the greatest diam 
times the height at the proper surface cutting unit, 
b Figure the beds as square at the surface cutting unit, 
c Fillets and Mouldings—Figure as members, length equivalent 
to five times the diam. 

d Flutes—Variable according to width, relative depth, and type 
of nosing. For rough approximating, figure no flute as less than 
two and one-half members. Figure a medium depth Corinthian 
flute as two and one-half members, if 4" wide or less. Figure a 
deep flute as three and one-half members if 4" wide or less. Flutes 
wider than 4" increase in proportion over a 4" flute. Figure a flat 
Doric flute as one and one-half member for each 4" of flute surface 
or fraction thereof. 

Polished Work, a Plane Surfaces, Large Enough to Polish by 
Machine—Figure the sq ft at plane polished surface unit. 

b Members—Figure first as 8-cut, then add for hand polishing 
each equivalent member at the polished member unit. Polished 
members should not be counted as over 2" wide.. 

c Polished work not included under plane machine work or mem¬ 
bers, may be approximated at twice the cost of eight cutting same. 

Double Faced Stone. Figure first face as in plane cut work, and 
opposite side at one and one-half the surface cutting unit. 

Large or Complicated Stones. Figure an increase over ordinary 
sizes or simpler stones, according to judgment and experience. The 
risk, and relative roughness of pattern must be considered here also. 

Schedule of Units. These units are all f o b producing plant, and 
are intended to cover approximately the range for the more generally 
accepted building granites, and are for building work only. 

These units are based on granite cutters’ wages at $6.80 per eight- 
hour day. Present wage agreements with the granite cutters con¬ 
template $6.80 per day as the minimum wage to April 1, 1922. 

In using these unit prices proper allowances should be made for 
any change in the existing rate over or under $6.80. Average con¬ 
ditions and stock are assumed. 

Rough Dimension Stock—$1.50 to $2.50 per cu ft. 

Plane Surface Cutting Units—Medium pointed, $1.08 to $1.36 
per surface ft, Four cut, $1.25 to $1.70 per surface ft. Six cut, 


302 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


$1.45 to $2 per surface ft. Eight cut, 1.70 to $2.25 per surface ft. 

Member Units—Coarse cut, $1.10 to $1.45 per lin ft. Fine cut, 
$1 25 to $1.70 per lin ft. . 

Bed and Joint Units—Regular Commercial—60c to £0c per sq ft. 
If better than regular commercial beds and joints are called for, 
increase the above units accordingly. 

Plane Polished Face Units—Machine Polished from Rough—$2.00 
to $3.40 per sq ft. 

Polished Member Units—Figure as not over two inches wide. 
First figure as eight cut. Then add for polishing, $1.40 to $2.25 
per lin ft of member. 


Table of Fine Rabbets per Linear Foot 


Inches 

1" 

2 

" 

3" 

4" 

5" 

6 

!9 

From 

To 

From 

To 

From 

To 

From 

To 

From 

To 

From 

To 

1" 

$.60 

$2.40 

$1.70 

$2.55 

$1.80 

$2.70 

$1.90 

$2.90 

$2.05 

$3.05 

$1.90 

$3.25 

2'' 



1.80 

2.70 

1.90 

2.90 

2.05 

3.05 

2.15 

3.25 

2.25 

3.40 

3" 





2.15 

3.25 

2.25 

3.40 

2.40 

3.60 

2.50 

3.75 

4" 







2.60 

3.90 

2.70 

4.10 

2.80 

4.25 

5" 









3.20 

4.75 

3.30 

4.95 

6" 











3.80 

5.65 


L 













Member Chart 

This member chart has been worked out by the experts and must 
be followed as a guide. 

Moulded work is divided up into equivalent members, as illus¬ 
trated in a general way by the chart and a few examples below. 

In general, members are counted between lines and every four 
inches or fraction thereof shall be counted as one member. 

Freight. The item of freight is too important to attempt to gener¬ 
alize, and is entirely dependent on the location of the quarry pro 
ducing the granite selected with reference to the location of the 
building where the granite is to be used. 

For very rough approximations, a minimum rate of $5 per net ton 
may be used on freight from quarries in New England to closely 
adjacent points outside of New England. From New England points 
to Chicago, cut work $6.25 per net ton, polished work $7 per net ton. 

The above for carload shipments only. In calculating weight use 
13 cu ft as equivalent to one net ton. 

Carving and Models. No data can be given, as value depends 
entirely on models and character of carving required. 

Turning. Turning enters into the estimate where balusters and 
columns occur, but no general data is available. Balusters will have 
to be judged by experience, and columns figured as outlined under 
cutting. 









































STONE, GRANITE, MARBLE 303 

Lettering: Discount 20 Per Cent 


Square Sunk, from £ Inch to 1 Inch 


Size 

H" 

K” 

H" 

H" 

V / 2 " .; __ 

$1.80 

2.30 

$2! 80 
3.50 

$ 7.00 

8.00 

9.20 

$ 6! 50 
10.80 

3".. 

4". 

5".::::::::::::.:... 

G". 

7"..::::::::::::.... 


































































304 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


A Few Illustrations Showing Workings of Association System 


Plain Work. Assume a block of granite 6'x'4'xl8" =36 cu ft. The beds ahd 
joints =20'xl8". The face is polished =24 sq ft. 


For the rough dimension stock, $2 at quarry.$72.00 

30 sq ft of beds and joints, 70c. 21.00 

24 sq ft of polished surface from the rough, $3. 72.00 


Total. $165.00 

If the same block had the beds and joints only 8" wide the estimate would be 
based upon 12". 

Rough dimension as before,..$72.00 

20 sqTt of beds and joints, $0.70. 14.00 

24 sq ft polished surface, $3. 72,00 

Total. $158.00 


For the same block, 6-cut 18" beds and joints and with reveal of 8". 


Rough dimension.$72.00 

30 sq ft of beds and joints, $0.70. 21.00 

24 sq ft of 6-cut, $1.75. 42.00 

An 8" reveal =12"x6', $1.75. 10.50 


Total .$145.50 


Carving Only: Discount 25 per cent 

(To be added to cost of stock and other work.) 

Rope, 1" diam, per lin ft, 85; 2", $6.50. 

Dentils, 2" wide, H" relief, $2 per lin ft; 3" and 1" relief, $3. 
Double dentils as above, $8 and $10.50. 

Egg and Dart Molding, 2", per lin ft, $8; 3", $10. 

Straight Relief Work, 4" wide, $16 per lin ft; 8", $25. 

Leaf Pattern, 6" wide, per lin ft, $20; 10", $27. 

Fleur de Lis, 4" high, $8; 8", $10. 

Five Pointed Star, 3", $6; 6", $9; 8"x8" ornamental, 1" relief 
$55; 12"xl2"xl^", $75. 

Angle Cross, 18", relief, 1", $55; 30", $75. 

Upright Cross, 18" and 1", $50; 30" and 3" relief, $115. . 

Eagle, 10", relief 3", $60; 12", $75; on ball and pedestal, 5'x2' 6"x 
3', $725; 3'xl' 8"x2', $450. 

Cross Swords, 2' R. 3", $72; 3', $85. 

Flags, 3' and 2" R., $80; 4', $100. 

Monogram, 8", $20; 12", $30. 

Mold, 4", raised 3^2 , carved, per lin ft, $20; 8" mold, $30. 
Tracing, 3" wide, $2 lin ft; 5", $2.50. 

Wreath, 8" diam, $7,50; 12", $10. 

Figures of men and women run from $500 each to $750. 


Lettering: Discount 20 per cent. 
Round Raised from 1" to 1". 


Size 

H” 

M" 

A" 

K" 

1 y 2 " . 

$1.20 

$1.50 

1.80 

$3! 50 

$5 '.50 
6.00 
7.00 

3". 

4". 

5". 

6". 

7". 


Square Raised from §" to 1", 10% more than Round Raised. 





































STONE, GRANITE, MARBLE 


305 


Hauling from Depot. Approximately, $1.50 per ton to the job. 

Quality. The gray granites are lower in price than the harder 
colored ones. Some of the fine grained grays are also high priced; 
and the colored ones are not all of the hardest kind. Only a granite 
expert can tell the qualities. 

Price per Cubic Foot. The raw material might be $1.25 per cu ft 
or $3. Dark Barre in the rough was $3.10 in Jan., 1920, and light, 
$2.60, but more than three-fourths of this kind is used for monu¬ 
mental work. It is thus clearly impossible to set any price until 
the quality of the granite is known. This is required before any 
estimating or valuation can be done. 

Hand and Machine Work. The following figures are given as an 
aid to getting labor cost, either by hand or machine, and are for 
granite: 


Description 

Quantity 

Hours, 

hand 

Hours, 

Machine 

Balusters, 28"X4|"X6" base, cap 3^X6 

52 

8,303 

653 

Carving block, 6"X| ,/ relief. 

14 lin ft 

247 

138 

Tracing ivy-leaf design on polished block, 
4 in wide. 

10 lin ft 

31 

19 

Dressing, 6-cut work. 

48 sqft 

76 

39 

Dressing, 6-cut work. 

100 sq ft 

65 

10 

Groove, flashing, |"Xl§". 

18 lin ft 

60 

22 

Letters, 1 in and 2 in polished block.... 

106 

| 35 

29 

Letters, 10—cut finish in polished block.. 

5 

13 

10 

Polishing, square feet. 

8 

60 

10 

Polishing, square feet. 

8 

92 

12 

Polishing, square feet. 

35 

21 

7 

Cutting urn, 20 in high, bowl, 18 in diam¬ 
eter, neck, 8 in. 

1 

155 

45 

Cutting vase, 30"X18"X8". 

1 

234 

105 

Drilling holes, 2f"Xl8" deep. 

30 

89 

15 

Quarrying. 

100 cu ft 

504 

131 

Quarrying. 

100 cu ft 

36 

12 

Quarrying. 

100 cu ft 

167 

101 


Marble work 

Marble measurement is by the cubic foot, as a rule, except on 
plain ashlar 4 in or less thick, which is figured by the superficial foot. 

Most of the following figures were supplied by The Georgia Marble 
Company, and are at 1923 rates: 
























306 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Bank. Plain ashlar, 2,000 cu ft, $2.50 per cu ft at quarries. 
Heavily molded work, 2,030 cu ft at $3.50 per cu ft. Light molded 
and arches, $4.50. Average, $3.25 per cu ft. Freight, 28^ per 
100 lbs. equals 47ff per cu ft. Hauling, setting, cleaning, pointing, 
60j£ per cu ft. Average price complete in building, $4.51 per cu ft 
on $22,000. 

Art Gallery. At quarries, 7,800 cu ft, $3.85; freight, 31^; hauling 
and setting, 60^; complete, $4.76 per cu ft. 

Bank and Offices. 51,650 cu ft at $2.75; freight, 21j£. 

Ashlar at quarries, 4-in, 75^ to $1 per sq ft. 

Quality. The foregoing prices are based on white or light-gray 
marble. Where darker colors are acceptable cut 25^ per cu ft 
from prices. 

Hauling. Average cost in cities, from $1.50 to $1.75 per ton. It 
may be as low as 40^ in some sections with a short haul and as high 
as $3 in others. 

Setting. At 1923 rates, fr6m 60^ to 65^ per cu ft. Cleaning and 
pointing, 6j£ to 10^ per sq ft. 

Exterior. All of the foregoing is for exterior work. 

Floor Tile. From 6"X6" to 8 /, xi2| // , 30^ to 35j£ per sq ft at 
Nelson, Ga., where figures are based; 1| in, 40^ to 45^; If in, 50f£ 
to 55f£. For larger sizes, 8"X16" to 12"X24", 32^ to 36«f per sq ft; 
1| in, 42^ to 46^; \\ in, 53^ to 56^. Selected white tile, 10 per cent 
extra. Crating tile, 3^ per sq ft. All tile sawed and rubbed finish ; 

Stair Treads and Platforms. Light Cherokee, gray Cherokee or 
Creole, 1* in, 60j£ to 65^ per sq ft; If in, 80^ to 85^; If in to 2 in, 
$1.00 to $1.10. White Georgia, same thicknesses, 68^ to 75^, 
85^ to 95^, $1.10 to $1.20. Lengths over 8 ft add 10 per cent; 
platforms with more than 20 sq ft add 6^ per sq ft. O. G. mold 
on lj in, 14^ per lin ft; on other thicknesses, 24^. 


Wainscoting Slabs, etc., Polished One Face per Square Foot 


Description 

$" 

l" 


li" 

l\”—2" 

Light Cherokee.... 

$0.70 

$0.80 

$0.95 

$1.10 

$1.30 

Gray Cherokee.... 

.70 

.80 

.95 

1.10 

1.30 

Creole. 

.70 

.80 

.95 

1.10 

1.30 

Mezzotint. 

.68 

.76 

.91 

1.05 

1.25 

White Georgia.... 

.77 

.87 

1.03 

1.20 

1.43 

Pink Georgia. 

.87 

.94 

1.12 

1.30 

1.56 


For two faces polished add 20^ to 25?f per sq ft. For slabs over 8 ft 
ong and 4 ft 6 in wide add 6j£ per sq ft for each 1 ft in length and 
















STONE, GRANITE, MARBLE 307 

6 in in width. Sand-finished material, 10^ per sq ft less than 
polished. 

Weight Boxed. fin, 15 lbs per sq ft; 1 in, 16; If in, 18; If in, 20; 
H in, 24; 2 in, 32; cu ft, 192. From 30,000 to 40,000 lbs make up 
a carload. 

Hauling. Interior boxed marble usually costs $1.00 to $1.50 
per ton. 

Approximate. Add to cost of material at Nelson, Ga., freight 
charges and 30j 6 to 40^ per sq ft for all floor and slab work, and 
compute all base and other strips less than 12 in wide at same 
price per linear foot. 

Profit is included in the foregoing marble prices, as also in the 
columns following. Fluted sand rubbed or axed columns, priced 
per cubic foot: Columns 14 in to 18 in in diameter, $7.00; 19 in to 
24 in, $5.75; 25 in to 30 in, $5.00; 31 in to 36 in, $4.50; 37 in and 
up, $4.00. For shafts not over 12 ft long; from 12 ft to 15 ft, 
50^ per cu ft ex:tra; 15 ft to 20 ft, $1.00 per cu ft extra; 20 ft to 25 ft, 
$1.50 per cu ft extra. The cost of plain columns without fluting 
would run from 75^ to $2.00 per cu ft less. The larger the column 
the lower the cubic-foot cost for fluting. (The Georgia figures end 
here.) 

Tennessee marble wainscoting on walls, complete, $1.20 per 
sq ft; on floors, 85^. 

Vermont marble on walls complete, $1.85. 

Glens Falls, not installed, $1.65. 

Verde Antique, not installed, $1.80. 

Italian, on walls complete, $1.85. Sienna, $3.50. 

Mexican Onyx, $2.75 per sq ft at San Diego, Calif. 

All of the foregoing prices are per square foot. 

Actual Data. The following figures are from work done as a 
comparison between machine and hand labor. They are reliable 
and useful. 

Column. Cutting marble column, 15 ft 9 in long; diameter at 
base, 26 in; at top, 22 in; hand, 388 hours; machine, 321. 

Cornice. Marble, 11 in, O. G., double fillet, quarter round sec¬ 
tion, 20 ft long; hand, 108 hours; machine, 31 hours. 

Cap. Wainscoting, fillet and O. G., 112 lin ft; hand, 244 hours; 
machine, 59 hours. 

Groove. Flashing, §" XI", 100 lin ft; hand, 134 hours; machine, 
22 hours. 

Slabs. Sawing, 8'4" XI", 25 in all; hand, 6,000 hours; machine, 
11 hours. 

Urn. Cutting, 24 in, 10 in, 5 in; hand, 83 hours; machine, 
8 hours. 

Quarrying. 216 cu ft; hand, 400 hours; machine, 78 hours. 


308 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Mortar. Allow as for Indiana stone. 

A Few Combinations. An examination of the character of the 
work must be made, and time and wage to suit the requirements 
taken from the tables. 

(1) Basement wall of rubble, finished two faces, 20 in thick. 
The total number of cubic yards are measured and multiplied by 
the unit cost of one, without profit. For this kind of work the 
.4 column of Table 1 is taken. Assuming wages to be at 90^ and 
45j£, the labor comes to $3.38. For 1 cu yd allow 35 cu ft of stone 
at, say, 15ff = $5.25. Mortar, $2.60. Total, $11.23. As shown 
in the Material part of this chapter the mortar allowance may be 
cut to lime, and both lowered if the extra for mixing is cut out. 
The local rates may be lower than those given. 

(2) Heavy basement rubble, double-faced, 24 in to 28 in, use 
.6 to .8 column in Table 2. Using 7 as an average, and assuming 
wages to have been $1.10 and 55j£, the rate per cu yd is $2.76. 
Setting the 35 cu ft of quarry stone at 12^ per foot equals $4.20; 
mortar, $1.88, taking the lowest figure, equals $8.84. If the labor¬ 
ers’ wage was at rate of 60^ instead of 55^, add the 11^ at bottom 
of .7 column equals $8.95. 

(3) On high, double-faced work with 20-in to 24-in walls and 
with power derrick a rate shown in column .6, or 4.8 cu yds per 
8 hours, might be done on straight work. Setting wages at $1 
and 50^, the labor is $5; stone, say, $4.20; mortar, $2.32 equals 
$11.52 per cubic yard. 

(4) Ashlar in Table 4. Setting labor at 18 sq ft per hour for 
hand derrick and wages at 85^ and 42the rate is 12^ per square 
foot. For plastering and setting mortar the rate given is 48f£; 
the material delivered at job may be $1.20 per cubic foot, or 60^ 
for ashlar at 6 in thick, in all equals $1.20 without any backing, 
which is figured usually as brick, and according to rules laid down 
in the Brickwork chapter. 

(5) For solid stone walls, except for a thinner backing than is 
used with ordinary ashlar Table 5 is used. Assuming a 12-in 
average thickness, instead of 6-in, as with common ashlar, each 
square foot of wall has 1 cu ft of stone at, say, $1.40 for plain work. 
The rich mortar for laying 6 in wide came to 24^, and as this same 
material is to be twice as wide, and the first course of brick is also 
supposed to have it, at least 48 i is required. Plastering the back 
of all stones as before, 24^ equals 72^ for mortar. Taking column 
20, and with wages based on $1.30 and 65^, the labor per cubic foot 
is 26ff, making a total of $2.38 without any backing per square foot 
or cubic foot in this case. 

Heavy cut stone or long slabs of marble or granite can be set at 
the 32 rate given in Table 5, and even that might be exceeded. 


STONE, GRANITE, MARBLE 


309 


(6) Table 8. Floor tile ft>"X>12" 35j£ per square foot for 
material, and freight to be allowed from point of purchase at marble 
works; for labor in small rooms and angles use column 6 sq ft 
per hour and wages $1.20 and 60^, equals 30p per square foot; 
mortar, 2j4 equals 67^ per square foot without freight or profit. 

For | in of cement mortar at a proportion of 1 cement to 2 sand 
allow 4.6 bbls cement and 1.3 cu yds sand to cover 900 sq ft. Cement 
at $3 equals $13.80; sand at $2.50 equals $3.25; and allow for 
labor mixing, $1 equals a total of $18.05 divided by 900 equals 
2^ per square foot. 

The last line in all tables is an allowance for each 5<t of difference 
in wages for laborer, as compared with column 2. 


CHAPTER VI 


BRICKWORK 

In the chapter on Measurement the method of finding the actual 
number of brick in any wall is given. This being found and multi¬ 
plied by the price per 1,000, the mortar and labor added, and profit 
in the summary, the matter is finished. The labor is the hardest 
part to settle, but sufficient illustrations are given of various kinds 
of work from 30 brick laid per hour to 390 to make sure that serious 
errors will not be made. 

Molded Brick. A difficult part of an estimate is to get the cost of 
these, especially when too many have been used. A catalog at hand 
has 130 pages of molded shapes. Just a few hints may be given 
here for ordinary work: 

Arch Brick. Each piece is counted as a brick. For grinding 
to the wedge shape required allow 10^ each for plain and 15fi for 
special brick. This means the lower edges are not molded, and is 
in addition to the regular cost of the brick. Quite frequently 
masons cut their own arch brick. This price is for the flat-top 
^rches and for red brick; other colors are about 10 to 15 per cent 
extra. 

If in addition to the wedge shape the brick have to be ground 
to go around a segmental shape or a circle, as in a tower or bay, 
double the prices. 

The semi-circular or segmental arches are cheaper than the flat 
top; deduct about 40 per cent. 

For brick with beads, coves, and plain molded edges the relation 
of the kinds runs about thus: stretcher, or common brick, at $60 
means a header, or “end-on,” at $50, and a return, or corner, at 
$100. If the stretcher should be $70 the header would be about 
$60 and the return $110. This for an approximate idea of relative 
cost per 1,000. 

For a brick with the corner cut off at an angle of 45 degrees and 
about in back allow $65 per 1,000; returns, 75^ each. Allow the 
same for one with a cove in the corner. 

For brick with bull-nosed corner to run up jambs allow $65 per 
1,000; starter and binder, $110 per 1,000. 

The shapes are so many that only a regular catalog can take 

310 



BRICKWORK 


311 


them all in. As an approximate idea of cost: get the price per 1,000 
of the ordinary brick of the same kind, and add from $20 to $30 
extra per 1,000 for molded shapes, with more for headers, returns, 
and starters. The molded brick must, of course, be of the same 
kind or texture as the rest of the wall for ordinary work. 

Face Brick, Common. For red allow $35 per 1,000 at 1923 rates, 
and $30 for streaked of the same kind. 

For the rustic face brick, so much used in modern fronts, set 
a price of $34, $36, $38. These prices will suit almost any of the 
Hy-Tex varieties, or Rustico bricks. 

A new brick is the Hy-Tex “Oak Bark,” sold at $40 and $41 per 
1,000. It is green, purple, brown, or autumn shade. 

From the prices given there is a wide range up to the “Equitable” 
brick on the face of the great New York building. This costs $133 
per 1,000 for headers and stretchers, $143 for quoins or corners, 
bullnose, $163, and double headers, $193. It is thus easily seen 
that a price to suit the face brick must be found before a valuaticn 
is made, but generally speaking $40 to $50 is safe. 

Enameled brick are sold at the same price as the “Equitable” 
light gray. 


Remarks on Tables 

Original Cost. In valuations this has often to be set forth. 
The rates for labor vary in different parts of this continent, and 
at different periods, as pre-war and war times have shown. To 
arrange for this and make the tables perfect for any rate, the range 
is from 50^ per hour for a mason to $1.40; and for a tender from 
25fi to 70jh As a fair approximate the wages of the one are half 
of those of the other. 

But with some classes of work one tender can serve two masons, 
while at the heaviest basement walls with brick going down at a 
fast rate three tenders may be required for two. This variation 
is arranged for the different classes of work in column 3. This 
column starts out “1 with £,” which means one tender to two 
masons. Table 2 gives 1 with f, or 3 tenders to 4 masons. Tables 
3 and 4 give man to man, and 5 and 6 show lj laborers to 1 mason. 
The heaviest work in Table 7 is based on 3 tenders to 2 masons. 

Under this tabulated presentation any rate at any place or 
period can be found, and original cost based upon it. Suppose 
it is decided upon an examination that a certain building, or part 
of any building, has been laid up at the rate of 150 brick per hour, 
or 1,200 ih an 8-hour day, and that it is found the rate of wages 
was 90j£ and 45^ per hour, the labor cost per 1,000 actual brick 


312 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


in wall, without mortar, sand, or profit is $9. But if laid up in war 
times at the wage of $1.40 and 70^ the unit would be $14. 

With the highest wages and the lowest number of brick laid 
per hour, as on mantel facings and ornamental panels, the cost 
of labor alone is $58.34 per 1,000 brick; with the lowest wages 
and the greatest number laid per hour, as on heavy basement walls, 
the labor is only $2.26. And the number given, 390 per hour, is 
sometimes exceeded. It is seen that the high wage rate alone, 
apart from the number laid, is nearly three times as much as the 
low all through column 3, and before any valuation can be made 
this rate must be at least approximately found. 

Number Laid. The smallest number is 30 and the largest 390, 
or 13 times as many. Tables 1 and 2 are arranged on a difference 
of 5 brick per hour, as these are for the higher-priced work; and the 
other tables on heavier work are set at 10, or 40 and 80 in an 8-hour 
day. 

To set the number for valuation an examination of the building, 
or part of the building, should be had, and a comparison made 
with the allowance for various classes of work given in this chapter. 
Even the experts do not always agree. 

Mortar. So far as the tables go, it does not matter which kind 
is used, as any number per hour can be set and cost per 1,000 ar¬ 
ranged to suit. But fewer per hour would be allowed for pure 
cement mortar than for lime, and brick in lime alone are easier 
laid than in cement mixed with a proportion of the former. Brick 
laid in lime mortar merely “tempered” with cement are about 
as easily handled as when pure lime only is used. 

Approximately, an allowance being set for lime mortar, deduct 
10 per cent of number laid if pure cement mortar is used; 6 per 
cent for half and half and 3 per cent for tempered work. 

If a wall is slushed or grouted in the usual way with pure cement 
mortar deduct 20 per cent of number per hour from the allowance. 
But unless original specifications are to be had a valuator can only 
make a fair guess at the mortar. 

Proportions. The cement and lime mortars are given at various 
proportions, and where there are no specifications the valuator can 
choose to suit himself. If half and half cement and lime are speci¬ 
fied, the allowances to suit can be added from each and divided by 
two. Thus, for a ^-in joint, 1 to 2§, cement at $2 and lime at 
$1.80 equals $3.26 and $2.03 equals $5.29 divided by 2 equals $2.65. 
Cement might be at $3 equals $4.89, and lime at $2.40 equals 
$2.70 equals $7.59 divided by two equals $3.80 per 1,000 brick. 

As for the tempered work, the lime figures should be taken and 
from 5 to 7 per cent added. 

There are several factors that make all nice calculations for 


BRICKWORK 


313 


mortar of small account: (1) Rate of profit on entire building after 
net cost is found, as far as that may be done: this rate may be 6 
per cent or 10. On a $100,000 contract the one is $6,000 and the 
other $10,000. (2) The rate of depreciation which may make a 

difference much larger than the profit item. (3) The fact that the 
bids of experienced contractors often vary from 1 per cent to 20. 
(4) The thermometer which causes a difference of 15 per cent 
on the labor cost at different seasons. Professor Daniels added 
nearly 50 per cent to a physical valuation for “going concern, etc.” 
Why waste time on small items? On a $3,000,000 technical high 
school in Omaha the bids varied 14 per cent in the end of 1921; 
on another high school let in the end of 1922 the variation on 
$800,000 was 11 per cent. 

Mortar Color is to be added to the other totals when used, without 
deduction for lime paste displaced. Whatever gain is made in this 
way is more than lost through extra work of mixing and 
laying. 

Sand. The figures should be accepted without quibbling. The 
lowest price is 40^ per cubic yard. Some railroads used to allow 
15j£. During the war the price of sand delivered to contractors ran 
to more than $3 per ton in some cities. On a basis of 100 lbs per 
cu ft this is $4.05 per cubic yard. But allowances for mortar 
have to be made by volume and not by weight. Sand runs from 
90 to 140 lbs per cu ft, but a 1 to 3 allowance, or any other, means 
volume. 


Combinations 

The tables are made out in detail, so that any combination 
can be arranged. The labor tables take in that item only, but 
include the mixing of the mortars of all kinds. Any local price of 
brick can be used. Water is not included as local prices vary. 
Add from 5j£ to 10^ per 1,000 brick. 


Building No. 1 


1,000 common brick delivered to site. $ 6.50 

220 per hour at 50^ and 25wages. 3.73 

Lime mortar, |-in joint, 1 to 2\ mix, $1.60 rate. 1.80 

Sand, $1 rate. 0.63 


Net cost 


$12.66 








314 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Building No. 2 

1,000 common brick delivered to site. $18.00 

270 per hour at $1.40 and 70j£. 8.45 

Cement mortar, 1 to 2, f-in joint, $2.80 rate. 6.53 

Sand, $2.60 rate. 1.95 


Total net cost. $34.93 

Building No. 3. Face Brick 

1,000 face brick delivered to site. $65.00 

100 per hour at $1.50 and $0.75 wages. 22.50 

Lime mortar, f-in joint, 1 to 2 mix, $3 rate. 1.98 

Sand, $3 rate. 0.90 

Mortar color, moss green. 4.80 


Total net cost. $95.18 

Building No. 3. Common Brick 

1,000 brick delivered. $15.00 

300 per hour, backing and walls, $1.50 and $0.75. 8.13 

Lime mortar, f-in joint, 1 to 3, $3 rate. 3.64 

Sand, $3 rate. 2.50 


Total net cost. $29.27 

Building No. 3. Ornamental Paneling 

1,000 face brick delivered. $100.00 

30 per hour at $1.50 and $0.75 wages. 62.67 

Lime mortar, f-in joint, 1 to 2 mix, $3.00 rate.". 1.98 

Sand, $3 rate. 0.90 


Total net cost. .. .. $165.55 

No mortar color allowed except in No. 3. The joints are put at 
\ in even for pressed brick, and this is the smallest that should be 
used. There is no reason why common brick should have joints 
less than f in. When tapestry joints run to 1 in and more it is 
evident that the f in face brick and f in common brick only waste 
time and add nothing to value. 



























BRICKWORK 


315 


Any allowance of mortar can be had by dividing or doubling. 
Half the | in suits £ in, and twice the \ in makes 1 in. 

The Common Brick Manufacturers’ Association says: “The 
habit of making the mortar joint as fine as possible has happily 
passed, and the wide joint has been again restored to the prestige 
it commanded in ages past. It should always be made wide enough 
to be seen, eyen at a distance.” 

Labor of Face Brick. The Face Brick Association cuts show 
seven styles of ordinary front work, but there are many modifications 
possible. As a general statement, 1 man with § time of 1 tender 
will lay from 50 to 90 brick per hour. On such work as the two 
Hy-Tex patterns allowed at 360 and 400 per 8 hours four experienced 
St. Louis brick contractors allowed from 300 to 500 in 8 hours 
for I bricklayer. This shows at once that practical men, estimating 
unknown to each other, will not come near “par,” but the average 
came to 400, or 50 per hour. One laborer would be required for 
2 masons. 

If Portland cement mortar is used for face work the following 
figures should be cut about 15 per cent; and the same deduction 
should be made for raking out and making “fancy” joints. Lime 
mortar is assumed. 

Running Bond. In favorable weather and conditions allow 90 to 
100 per hour for 1 mason and 1 tender; in hot or frosty weather, 
from 75 to 85. In the finer classes of work these figures should be 
cut 10 per cent. In veneering on wood or concrete, 80 to 90 in the 
first case and 70 to 80 in bad weather. This veneering is usually 
done in such an unsatisfactory way that the building codes should 
forbid it unless a better system of ties is used. 

English Bond. From 75 to 80 per hour in gpod weather for 1 
mason and 1 laborer. This figure might be cut to 50 or 60 around 
pilasters and panels, which shows how impossible it is to set a num¬ 
ber to suit all conditions. 

Common Bond. The stretcher bond is not used now in good 
construction, but the common gives the same pattern with headers 
every sixth or seventh course. A superior wall is obtained. Allow 
80 to 90 brick per hour for 1 and 1 under the best conditions. 

Four of a Kind. For Dutch, Garden Wall, Header, and Flemish 
set 70 to 80 per hour for 1 mason and f tender time. With the 
commonest kind of work and favorable conditions even more 
might be laid up, while with the finest work, bad weather, and 
pilaster trouble the number set might be cut in half. 

The question an appraiser often has to ask himself is, “Approxi¬ 
mately, what percentage of the total does this item I am valuing 
run to? And if I figure too low or too high what percentage will 
the difference between my figures and ‘par’ amount to?” The 


316 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Hy-Tex Cuts, Figs. 31-35. 




- 

! - - i 


.TZsm it A 




Fig. 31.—For such patterns 
allow 45 brick laid in 1 hour 
by 1 bricklayer and \ tender 
= 1 tender to 2 masons. 


Fig. 32.—For such patterns 
allow 50 laid in 1 hour by 
1 and f. 




Fig. 35.—Allow 65 in 1 hour by 1 and §. 



























American Face Brick Association Cuts, Figs. 36-48. 


3g^g&g^in3E3EE]E 
' i^IZn7^®E21EaEZ3(13E2ilElE 

liiMlllili 


DEDOSOCQaz 
dsededocdoH/ 
nggaaozDoiDi 

DEDE3EI]EIIE0E3En]\ ___ 

3ESE0E3EI3E31!13ES]K^S| 


m&mm 

Fig. 36.—Circular part 20 per hour: sides 55 per hour by 1 and \. 



m 

II -'- It - V- 

V Jl '• 11 - . 


3t-x_ ■ 1I_. lJ._II ,11 3E3iS]C3E3ES3EZaE3ERlE3E 

^ Jl Ji . JL-^JL..-., 

HUE 

~~~3F.F 1E~ 

ZDEZZ3FF 


IF-..: II “■ II, : • •-H: :• ■'•■■. ■ iRT 3 tv: ■ ;-i k%*- i U ? : | wa v ■:■ : /.-j vtf/atewH r>&l M3 % 

.'. .II:--'. , .-II - ■ : . II -.-.-. .1) 

HUE 

— ~ir. — 

~ T F0-' 


If : , . IF- ■ If ' .••!! -.. ■- IFF 

••-'■•ji-- - , ii- : : • ii -'.... 'ir 

IDE 

••--•■• .li-.-^ ' ii 

FIR • - "If -. 


ll . ' ■ 11 •-. • 11' Ii • '. II'.'- \ll\ : 53f-3->:-lt>':--;lIF-Itv-V:-!F-;-3f.V\-;3FilE 

- ' II ' 11- : II : II •••■.: 

■At 

- ;vl|: : .v;.DF: 

FIRFFIFF 


Fig. 37. — Running or stretcher. 

Fig. 38.- 

-English. 


II r. . II. .- II .' II : 


mncziziGz 

~}n~zncz 


3E303E^^3^El^Sllf 


anDEStui® 

30E3EE3E 

131 

•' -'.'-•''ll". .'-.'..l|.. ::--'l|.' • • "ll • 



JEE 

• ■-■II----vir. -. -: :M ■:■■ ; : It- - -^ 

}|. : 

30ES3E3E1L 

3 ESS EHj ES3 L 

□1 

^ “11. , "3F •• .If •'. “IF 


I *41: 

-FRfDIF 7 


—ir - . -II '- Ml: . .. II ••'••: 

II- : 

l.J 

1 

0 

1 

1 

33 l&l-JF J iFallC 

131 

- if- -ll . il ' IF 

•3Eai3ESl^lElEiSIE3EHE 

mz 


T3 1-F3 r.'-.'.'l K)?{plF 

h 

—,-nr---ir—znr~ 



"■It-FFJLF 



Fig. 39. —Common. Fig. 40. —English Cross or Dutch. 



zaiznii^^[^EniiinnEaE3E 

3aaaaamCT~iCT 

ElEaEZ3EI3E3^[IiiE3IIiaE 

]□□□□□□□□□[ 

3E]Ev3EZZaEz]EDEI31II3fZDE 

3C31iaQ!~3CDOEI3EElE3E 

ZIEEISOQ^EIIISIEIICI 

3E3CS3E30EZI0CZDES1E3E 

iDESEiaEzoEnoEioE: 


Fig. 41.—Garden wall. Fig. 42.—Header. 

vTTI R .••':••••: 11 FT^TyTT^TH |y?v 

F~nEFii. • ■■•;.•. • :ii^!ll - -. ■■ ji:-- :■;■•.ir ■ 

minnAmtT T^ mu—inmEizinm 

ZI3^L--;^lMZ3ZJE^RrR3^Ei: 

::V-'-'--|Lff;-?3l-••■••■• llEFl!'vFRl^fF^gJv 

ezzi^is^~~]^e x jmnnnnmzii 

:^3i- • r ! i--. : -:-'j i ••• ■• 

Fig. 43.—Flemish. 




317 











































































































Fig. 44.—Allow 30 per hour, 
face work on inside of arch, 
on arch and trimming. Plain 
work 70, all for 1 and 



Fig. 45.—Allow 30 per hour 
for face and backing, 1 
and J. 

































































Fig. 47.—Allow for column and curve, face and filling, 60 per hour; 
balustrade, open work, 35, all for 1 and §; paving 200 per hour 
for 1 and 2. 



V-Tooled Convex Concave 



Raked Out Rodded Stripped 



Cut Flush Weathered Struck 


FrG. 48.—Mortar joints. 
319 

































320 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


said “par” is hard to define. On a courthouse costing about 
$850,000 bids ran from 5 per cent to 30 more than the successful 
one. Why should several valuations come close together any 
more than the bids? 

Labor on Common Brickwork 


Class of work 

Number laid 
per hour 

Mason 

Tender 

Heaviest, plainest, thick basement walls, 
cement and lime. 

360 to 390 

1 

u 

Same with cement mortar only. 

340 to 360 

1 

H 

Grouted work as above. 

300 to 330 

1 

H 

Shoved work on cement and lime as .above 

280 to 300 

1 

U 

Heavy engineering work and large piers in 
cement. 

280 to 300 

1 

n 

Warehouse work above grade in cement 
mortar, 24-in walls, plain work. 

220 to 240 

1 

u 

Same in lime, and cement. 

240 to 270 

1 

H 

Warehouse walls as above, 20 in and 16 in, 
upper stories, cement. 

180 to 220 

1 

u 

Same in lime and cement mortar. 

210 to 230 

1 

1? 

One-story buildings, 12-in walls, cement. 

160 to 210 

1 

1 

Same in lime mortar. 

190 to 240 

1 

1 

Stores and flats, lime and cement. 

160 to 220 

1 

1 

Railroad shop and manufacturing build¬ 
ings, high walls, cement and lime. 

140 to 170 

1 

1 

Dwellings, two-story and basement, 13-in 
and 9-in walls. 

100 to 120 

1 

1 

Small passenger stations. 

80 to 90 

1 

1 

Ordinary chimney stacks under 100 ft... 

90 to 100 

1 

1 

Large and heavy chimney stacks under 
150 ft. 

80 to 100 

1 

1 

Boiler work. 

120 to 140 

1 

1 


Labor Tables 

The following tables are made out for all possible rates of wages 
from 50(£ per hour for bricklayer to $1.40; and 25^ to 70^ for tender. 
As number laid is also listed from 30 per hour on some classes of 
work, and through all classes at various numbers per hour clear up 
to 390, the tables are permanent. Practically everything connected 
with brickwork comes inside of wage and number limits as given. 
























BRICKWORK 


321 


Provision is made here, as in all tables, for a higher rate of wages 
to laborers. Any wage is found for tradesmen in the column, but 
laborers may have more than half. Rule: for each 5j£ difference 
per hour add or deduct amount given at bottom of table. In 
Table 1, at 60 brick per hour, the cost per 1,000 at 50^ and 25^ is 
$10.50; if laborers receive 30^ instead of 25?f while masons received 
the 50^, an addition of 41^ has to be made. 

Hoisting. Buildings of two to four stories are usually put up with 
a brick hoist, sometimes in country towns operated by a horse, 
but oftener by a gasoline engine. High buildings have the regular 
hoisting engine. In neither case would power be used unless 
to save laborers’ wages. As the stories go higher, the cost of labor 
increases a little, and the engineer’s time, coupled with his machine, 
does away with the necessity of getting more laborers. In such 
cases where hoisting is necessary add to the total labor figures, as 
given in column 3, from 6 to 7 per cent. Quite frequently in two- 
story buildings a sloping runway is used; and even where a gasoline 
engine does the work a man at ordinary laborer’s wages often attends 
to it, and extra hoisting time is not required. 

Cost per 1000. In Table 1, col. 3, the wage of 1 bricklayer is 
taken and \ the wage of a laborer. On a basis of 30 brick laid per 
hour at 50^ and 25^, the cost per 1000 is $21. In Table 4, at $1.40 
and 70^, 1 mason and 1 laborer laying 210 per hour the cost per 
1000 is $10. If the laborer got 75^ instead of 70f£ add 23^ = $10.23; 
if 65f£ is the rate instead of 70^ deduct 23^ = $9.77. All through 
this book the Tables are arranged in this manner. 


322 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


LABOR COST TABLES PER 1000 BRICK 
TABLE 1 

Labor per 1,000 on Brick Laid in Wall 


Rate 

per 

hour 

Rate 

per 

hour 

Rate 

per 

hour 


Number of brick laid per hour 


for 

mason 

for 

laborer 

for 1 
with f 

30 

35 

40 

45 

50 

55 

60 

$0.50 

0.25 

0.63 

21.00 

18.00 

15.75 

14.00 

12.60,11.46 

10.50 

.60 

.30 

.75 

25.00 

21.43 

18.75 

16.67 

15.00 

13.64 

12.50 

.70 

.35 

.88 

29.34 

25.15 

22.00 

19.56 

17.60 

16.00 

14.67 

.80 

.40 

1.00 

33.34 

28.57 

25.00 

22.23 

20.00 

18.18 

16.67 

.90 

.45 

1.13 

37.67 

32.29 

28.25 

25.11 

22.60 

20.55 

18.83 

1.00 

.50 

1.25 

41.67 

35.72 

31.25 

27.78 

25.00 

22.73 

20.83 

1.10 

.55 

1.38 

46.00 

39.43 

34.50 

30.67 

27.60 

25.10 

23.00 

1.20 

.60 

1.50 

50.00 

42.86 

37.50 

33.34 

30.00 

27.28 

25.00 

1.40 

.70 

1.75 

58.34 

50.00 

43.75 

38.89 

35.00 

31.82 

29.16 

For ea. 5f£ diff. in 
Col. 2 

00 

CO 

co 

63^ 

56j£ 

50^ 

45^ 

410 


TABLE 2 

Labor per 1,000 on Brick Laid in Wall 


Rate 

per 

hour 

for 

mason 

Rate 

per 

hour 

for 

laborer 

Rate 
per 
hour 
for 1 
with f 

Number of brick laid per hour 
% 

65 

70 

75 

80 

85 

90 

95 

$0.50 

0.25 

0.69 

10.62 

9.86 

9.20 

8.63 

8.12 

7.67 

7.27 

.60 

.30 

.83 

12.77 

11.86 

11.07 

10.38 

9.77 

9.22 

8.74 

.70 

.35 

.96 

14.77 

13.72 

12.80 

12.00 

11.30 

10.67 

10.11 

.80 

.40 

1.10 

16.93 

15.72 

14.67 

13.75 

12.94 

12.22 

11.58 

.90 

.45 

1.24 

19.08 

17.72 

16.53 

15.50 

14.59 

13.78 

13.06 

1.00 

.50 

1.38 

21.23 

19.72 

18.40 

17.25 

16.24 

15.34 

14.53 

1.10 

.55 

1.52 

23.39 

21.72 

20.27 

19.00 

17.88 

16.89 

16.00 

1.20 

.60 

1.65 

25.39 

23.57 

22.00 

20.63 

19.41 

18.34 

17.37 

1.40 

.70 

1.93 

29.70 

27.57 

25.74 

24.13 

22.71 

21.44 

20.32 

For ea. diff. in 








Col. 2 


58f£ 

53^ 

490 

460 


to 

400 






























BRICKWORK 


323 


TABLE 3 

Labor per 1,000 on Brick Laid in Wall 


Rate 

per 

hour 

Rate 

per 

hour 

Rate 

per 

hour 


Number of brick laid per hour 


for 

mason 

for 

laborer 

for 

1 with 1 

100 

110 

120 

130 

140 

150 

$0.50 

0.25 

0.75 

7.50 

6.82 

6.25 

5.77 

5.36 

5.00 

.60 

.30 

.90 

9.00 

8.18 

7.50 

6.93 

6.43 

6.00 

.70 

.35 

1.05 

10.50 

9.55 

8.75 

8.08 

7.50 

7.00 

.80 

.40 

1.20 

12.00 

10.91 

10.00 

9.23 

8.57 

8.00 

.90 

.45 

1.35 

13.50 

12.28 

11.25 

10.39 

9.64 

9.00 

1.00 

.50 

1.50 

15.00 

13.64 

12.50 

11.54 

10.72 

10.00 

1.10 

.55 

1.65 

16.50 

15.00 

13.75 

12.69 

11.79 

11.00 

1.20 

.60 

1.80 

18.00 

16.37 

15.00 

13.85 

12.86 

12.00 

1.40 

.70 

2.10 

21.00 

19.09 

17.50 

16.16 

15.00 

14.00 

For ea. cliff, in 

Col. 2 . 

50?f 

45j£ 

42 

00 

CO 

?>w 

co 

CO 


TABLE 4 

Labor per 1,000 on Brick Laid in Wall 


Rate 

per 

hour 

Rate 

per 

hour 

Rate 

per 

hour 


Number of brick laid per hour 


for 

mason 

for 

laborer 

for 

1 with 1 

160 

170 

180 

190 

200 

210 

$0.50 

0.25 

0.75 

4.69 

4.41 

4.17 

3.95 

3.75 

3.57 

.60 

.30 

.90 

5.63 

5.30 

5.00 

4.74 

4.50 

4.29 

.70 

.35 

1.05 

6.56 

6.18 

5.84 

5.53 

5.25 

5.00 

.80 

.40 

1.20 

7.50 

7.06 

6.67 

6.32 

6.00 

5.72 

.90 

.45 

1.35 

8.44 

7.94 

7.50 

7.11 

6.75 

6.43 

1.00 

.50 

1.50 

9.38 

8.83 

8.34 

7.90 

7.50 

7.15 

1.10 

.55 

1.65 

10.31 

9.71 

9.17 

8.69 

8.25 

7.86 

1.20 

.60 

1.80 

11.25 

10.59 

10.00 

9.48 

9.00 

8.57 

1.40 

.70 

2.10 

13.13 

12.35 

11.67 

11.05 

10.50 

10.00 

For ea. 5^ diff. in 
Col. 2 

31j£ 

29^ 

27 i. 

26^ 

25j£ 

23^ 































324 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 5 


Labor per 1,000 on Brick Laid in Wall 


Rate 

per 

hour 

Rate 

per 

hour 

Rate 

per 

hour 


Number of brick laid per hour 


for 

mason 

for 

laborer 

for 1 
with l\ 

220 

230 

240 

250 

260 

270 

SO. 50 

0.25 

0.82 

3.73 

3.57 

3.42 

3.28 

3.16 

3.04 

.60 

.30 

.98 

4.46 

4.26 

4.09 

3.92 

3.77 

3.63 

.70 

.35 

1.14 

5.18 

4.96 

4.75 

4.56 

4.39 

4.22 

.80 

.40 

1.30 

5.91 

5.65 

5.42 

5.20 

5.00 

4.82 

.90 

.45 

1.47 

6.68 

6.39 

6.13 

5.88 

5.66 

5.45 

1.00 

.50 

1.63 

7.41 

7.09 

6.79 

6.52 

6.27 

6.04 

1.10 

.55 

1.79 

8.14 

7.78 

7.46 

7.16 

6.89 

6.63 

1.20 

.60 

1.95 

8.87 

8.48 

8.13 

7.80 

7.50 

7.23 

1.40 

.70 

2.28 

10.37 

9.92 

9.50 

• 9.12 

8.77 

8.45 

For ea. 5j£ diff. in 
Col. 2 

2H 

2U 

26^ 

2hi 

24^ • 

23 


TABLE 6 

Labor per 1,000 on Brick Laid in Wall 


Rate 

per 

hour 

Rate 

per 

hour 

Rate 

per 

hour 


Number of bridk laid per hour 


for 

mason 

for 

laborer 

for 1 
with 1 j 

280 

290 

300 

310 

320 

330 

SO. 50 

0.25 

0.82 

2.93 

2.83 

2.73 

2.65 

2.56 

2.49 

.60 

.30 

.98 

3.50 

3.38 

3.27 

3.16 

3.06 

2.97 

.70 

.35 

1.14 

4.08 

3.93 

3.80 

3.68 

3.56 

3.46 

.80 

.40 

1.30 

4.65 

4.48 

4.34 

4.20 

4.07 

3.94 

.90 

.45 

1.47 

5.25 

5.07 

4.90 

4.75 

4.60 

4.46 

1.00 

.50 

1.63 

5.83 

5.62 

5.43 

5.26 

5.10 

4.94 

1.10 

.55 

1.79 

6.40 

6.17 

5.97 

5.78 

5.60 

5.43 

1.20 

.60 

1.95 

6.97 

6.73 

6.50 

6.29 

6.10 

5.91 

1.40 

.70 

2.28 

8.15 

7.86 

7.60 

7.36 

7.13 

6.91 

For ea. 5ff diff. in 
Col. 2 

23^ 

22i 

ro 

20 i 

to 

o 

19ff 






























BRICKWORK 


325 


TABLE 7 

Labor per 1,000 on Brick Laid in Wall 


Rate 

per 

hour 

Rate 

per 

hour 

Rate 

per 

hour 


Number of brick laid per hour 


for 

mason 

for 

laborer 

for 1 
with 

340 

350 

360 

370 

380 

390 

$0.50 

0.25 

0.88 

2.59 

2.52 

2.45 

2.38 

2.32 

2.26 

.60 

.30 

1.05 

3.09 

3.00 

2.92 

2.84 

2.77 

2.71 

.70 

.35 

1.23 

3.62 

3.52 

3.42 

3.33 

3.24 

3.16 

.80 

.40 

1.40 

4.12 

4.00 

3.89 

3.79 

3.69 

3.59 

.90 

.45 

1.58 

4.65 

4.52 

4.39 

4.27 

4.16 

4.05 

1.00 

.50 

1.75 

5.15 

5.00 

4.86 

4.73 

4.61 

4.49 

1.10 

.55 

1.93 

5.68 

5.52 

5.36 

5.22 

5.08 

4.95 

1.20 

.60 

2.10 

6.18 

6.00 

5.84 

5.68 

5.53 

5.39 

1.40 

.70 

2.45 

7.21 

7.00 

6.81 

6.62 

6.45 

6.28 

For ea. 5j£ diff. in 
Col. 2 

22<t 

2U 

20^ 

20*5 

19j£ 

19^ 



















326 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


MORTAR 

Allowances for mortar per 1,000 brick. Portland cement only. 
All allowances based on If bbls for f-in joint at a proportion of 
1 part cement to 3 parts sand. 


TABLE 8 

Net Cost per 1,000 Brick at Various Prices per Barrel 

1 part cement to 2 parts sand 


Size 

of 

joint, 

inch 

$ 1.00 

1.20 

1.40 

1.60 

1.80 

2.00 

2.20 

2.40 

2.60 

2.80 

3.00 

3.20 

3.40 

f 

1.40 

1.68 

1.96 

2.24 

2.52 

2.80 

3.08 

3.36 

3.64 

3.92 

4.20 

4.48 

4.76 


1.87 

2.25 

2.62 

3.00 

3.37 

3.74 

4.12 

4.49 

4.86 

5.24 

5.61 

5.99 

6.36 

1 

2.33 

2.80 

3.26 

3.73 

4.20 

4.66 

5.13 

5.60 

6.06 

6.53 

6.99 

7.46 

7.92 


1 part cement to 2 \ parts sand 


1.22 

1.47 

1.71 

1.95 

2 20 

2.44 

2.69 

2.93 

3.17 

3.42 

3.66 

3.91 

4.15 

1.63 

1.96 

2.28 

2.61 

2.94 

3.26 

3.59 

3.91 

4.24 

4.57 

4.89 

5.22 

5.54 

2.01 

2.45 

2.86 

3.27 

3.87 

4.08 

4.49 

4.90 

5.31 

5.71 

6.12 

6.53 

6.94 


1 part cement to 3 parts sand 


f 

1.05 

1.26 

1.47 

1.68 

1.89 

2.10 

2.31 

2.52 

2.73 

2.94 

3.15 

3.36 

3.57 

4 

1.40 

1.68 

1.96 

2.24 

2.52 

2.80 

3.08 

3.36 

3.64 

3.92 

4.20 

4.48 

4.76 

t 

1.75 

2.10 

2.45 

2.80 

3.15 

3.50 

3.85 

4.20 

4.55 

4.90 

5.25 

5.60 

5.95 


Lime only: All allowances based on 1| bbl for |-in joint at a 
proportion of 1 part lime paste to 2^ parts sand. 

























































BRICKWORK 


327 


TABLE 9 


Net Cost per 1,000 Brick at Various Prices per Barrel 


1 part lime paste to 2 parts sand 


Size 

of 

joint , 

inch 

$1.00 

1.20 

1.40 

1.60 

1.80 

2.00 

2.20 

2.40 

2.60 

2.80 

3.00 

3.20 

3.40 

\ 

0.33 

0.40 

0.46 

0.53 

0.60 

0.66 

0.73 

0.80 

0.86 

0.93 

0.99 

1.06 

1.12 

i 

.66 

.80 

.92 

1.05 

1.19 

1.32 

1.45 

1.59 

1.71 

1.85 

1.98 

2.12 

2.24 

f 

.99 

1.20 

1.38 

1.58 

1.79 

1.98 

2.18 

2.39 

2.57 

2.78 

2.97 

3.18 

3.36 

i 

1.32 

1.59 

1.85 

2.11 

2.38 

2.64 

2.90 

3.17 

3.43 

3.70 

3.96 

4.23 

4.49 

t 

1.65 

1.99 

2.3! 

2.64 

2.98 

3.30 

3.63 

3.96 

4.29 

4.63 

4.95 

5.29 

5.61 


1 part lime paste to 2 \ parts sand 


$0.28 

0.34 

0.40 

0.45 

0.51 

0.56 

0.62 

0.68 

0.73 

0.79 

0.85 

0.90 

0.96 

.56 

.68 

.79 

.90 

1.01 

1.13 

1.24 

1.35 

1.46 

1.58 

1.69 

1.80 

1.91 

.84 

1.02 

1.19 

1.35 

1.52 

1.69 

1.86 

2.03 

2.19 

2.37 

2.54 

2.70 

2.87 

1.13 

1.35 

1.58 

1.80 

2.03 

2.25 

2.48 

2.70 

2.93 

3.15 

3.38 

3.60 

3.83 

1.41 

1.69 

1.98 

2.25 

2.54 

2.81 

3.10 

3.38 

3.66 

3.94 

4.23 

4.50 

4.79 


1 part lime paste to 3 parts sand 


$0.24 

0.30 

0.34 

0.39 

0.44 

0.48 

0.53 

0.58 

0.63 

0.68 

0.73 

0.78 

0.82 

.49 

.59 

.68 

.78 

.88 

.97 

1.07 

1.17 

1.26 

1.36 

1.46 

1.56 

1.65 

.73 

.89 

1.02 

1.17 

1.32 

1.45 

1.60 

1.75 

1.89 

2.04 

2.19 

2.34 

2.47 

.97 

1.17 

1.36 

1.55 

1.75 

1.94 

2.14 

2.33 

2.52 

2.72 

2.91 

3.11 

3.30 

1.21 

1.46 

1.70 

1.94 

2.19 

2.43 

2.68 

2.91 

3.15 

3.40 

3.64 

3.89 

4.13 
















































328 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


SAND 

Sand only: All allowances based on f cu yd. For £-in joint at 
a proportion of 2| parts by volume to 1 part of lime paste. 


TABLE 10 

Net Cost per 1,000 Brick at Various Prices per Cubic Yard 


2 parts sand to 1 part paste 


Size 

°f 

joint, 

inch 

$ 0.40 

0.60 

0.80 

1.00 

1.20 

1.40 

1.60 

1.80 

2.00 

2.20 

2.40 

2.60 

3.00 

i 

$ 0.12 

0.18 

0.24 

0.30 

0.36 

0.42 

0.48 

0.54 

0.60 

0.66 

0.72 

0.78 

0.90 

1 

.18 

.27 

.36 

.45 

.54 

.63 

.72 

81 

.90 

.99 

1.08 

1.17 

1.35 

i 

.24 

.36 

.48 

.60 

.72 

.84 

.96 

1.08 

1.20 

1.32 

1.44 

1.56 

1.80 

i 

.30 

.45 

.60 

.75 

.90 

1.05 

1.20 

1.35 

1.50 

1.65 

1.80 

1.95 

2.25 


21 parts sand to 1 part paste 


$ 0.13 

0.19 

0.25 

0.32 

0.38 

0.44 

0.50 

0.57 

0.63 

0.69 

0.75 

0.82 

0.94 

.19 

.29 

.38 

.48 

.56 

.66 

.75 

.85 

.94 

1.04 

1.13 

1.23 

1.41 

.25 

.38 

.50 

.63 

.75 

.88 

1.00 

1.13 

1.25 

1.38 

1.50 

1.63 

1.88 

.32 

.48 

.63 

.80 

.94 

1.10 

1.25 

1.42 

1.57 

1.73 

1.88 

2.05 

2.35 


3 parts sand to 1 part paste 


i 

$ 0.14 

0.20 

0.27 

0.33 

0.40 

0.47 

0.54 

0.60 

0.67 

0.75 

0.81 

0.88 

1.00 

1 

.20 

.30 

.40 

.50 

.60 

.70 

.81 

.90 

1.00 

1.12 

1.21 

1.32 

1.50 

* 

.27 

.40 

.54 

.67 

.80 

.94 

1.08 

1.20 

1.34 

1.49 

1.62 

1.76 

2.00 

1 

.34 

.50 

.68 

.84 

1.00 

1.18 

1.35 

1.50 

1.68 

1.86 

2.03 

2.20 

2.50 


















































BRICKWORK 


329 


TABLE 11 

Mortar Color only per 1,000 Brick 


* 

Size of 
joint, 
inch 

Pounds 

Price per 
Pound 

Cost per 
1,000 

Double strength black. 

l 

4 

40 

4W 

$1.80 

t( < < a 

1 

2 

80 


3.60 

a 11 a 

5 

8 

100 

4* 

4.50 

Standard black. 

1 

4 

45 

4 

1.80 

i ( i 6 

1 

2 

90 

4 

3.60 

a a 

5 

8 

113 

4 

4.52 

Chocolate D.S. 

3 

8 

100 

3| 

3.50 

Brown or buff. 

1 

4 

90 

3 

2.70 

i C C i 

5 

8 

225 

3 

6.75 

Red. 

1 

4 

90 

2* 

2.25 

< < 

5 

8 

225 

2* 

5.63 

Toch pulp standards, N. Y. 

i 

70 

3 

2.10 

n i ( a a 

5 

8 

175 

3 

5.25 

11 Edinburgh black. 

1 

4 

50 

5^ 

2.75 

ft ft If 

I 

75 

5* 

4.13 

If if ft 

1 

8 

125 

51 

6.88 

11 olive or moss green. 

1 

4 

60 

8 

4.80 

it • n ft n (( 

3 

8 

90 

8 

7.20 

a t c n a c ( 

5 

8 

150 

8 

12.00 


Number of Brick Required 

The regular way of estimating brickwork is to take each wall 
according to its thickness, and not by the cubic foot unless in the 
case of 12 in thick; but the number for various thicknesses is 
easily found from the cubic foot table. Each square foot of a 
12-in or 13-in wall has a cubic foot—the architects mark either 
12 in or 13 in for one brick and a half wide, or three courses. If 
a 12-in has 18 brick on a square foot basis an 8-in or 9-in will have 
12, a 16-in or 17-in 24, and so on for any thickness, allowing 6 to 
a course per square foot. 





























330 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 12 

Number of Common Brick to Cubic Foot 


Size of brick 

i 

Size of joint 


inches 

H" 

%" 

%" 

2£x8i. 

18 

19 

17 

21x7|.. 

19 

20 

18 

2£x8. 

18.5 

19.5 

17.5 

21x8£. 

17.5 

18.5 

16.5 

2jx8f. 

17 

18 

16 

2fx7f. 

18.3 

19.3 

17.3 

2fx8. 

17.7 

18.7 

16.7 

2Jx8}. 

17.3 

18.3 

16.3 

2fx8|. 

16.7 

17.7 

15.7 

2fx8f. 

16.3 

17.3 

15.3 

21x7|. 

17.5 

18.5 

16.5 

21x8. 

17 

18 

16 

2^x81. 

16.5 

17.5 

15.5 

2^x81. 

16 

17 

15 

21x8|. 

15.6 

16.6 

14.6 

2fx7f. 

16.7 

17.7 

15.7 

2fx8 . 

16.3 

17.3 

15.3 

2fx81. 

15.8 

16.8 

14.8 

2fx81. 

15.4 

16.4 

14.4 

2fx8f. 

15 

16 

14 

2fx7f. 

16 

17 

15 

2fx8 . 

15.7 

16.7 

14.7 

2fx8j. 

15.2 

16.2 

14.2 

2fx81. 

14.7 

15.7 

13.7 


Brick required for Cisterns, Cesspools and Circular Work 
at Size of 2!"X3|"X8. 


Inside 
diam 
in ft 

Single 

ring 

Double 

ring 

Floor on 
flat 

Inside 
Diam 
in ft 

Single 

ring 

Double 

ring 

Floor on 
flat 

2 

40 

100 

14 

10 

189 

392 

330 

3 

60 

135 

30 

11 

207 

428 

400 

3! 

68 

150 

41 

12 

226 

466 

475 

4 

77 

168 

53 

13 

245 

505 

557 

4£ 

85 

185 

66 

14 

264 

542 

640 

5 

94 

200 

83 

15 

283 

580 

735 

5£ 

104 

220 

100 

16 

302 

618 

844 

6 

113 

240 

120 

17 

320 

655 

953 

6* 

123 

260 

140 

18 

340 

698 

1,070 

7 

132 

278 

162 

19 

358 

724 

1,192 

7h 

141 

296 

186 

20 

377 

768 

1,320 

8 

151 

316 

211 

22 

415 

843 

1,600 

82 

160 

334 

238 

24 

452 

930 

1,900 

9 

170 , 

354 

268 

26 

490 

994 

2,230 

9* 

180 

373 

298 

28 

528 

1,070 

2,586 






















































BRICKWORK 


331 


Now, the United States reports of the Baltimore and San Francisco 
fires showed that whole fronts of pressed brick fell in the streets. 
There was no tie to the main wall. Ashlar is sometimes put on in 
the same way. It is possible to tie the latter so that it will stay 
‘ ‘put/’ and this without any thing appearing on the surf ace to show the 
method. Bond stones have been heard of and seen. So far as the 
brick are concerned the building laws of all cities ought to forbid the 
usual stretcher construction, and compel headers to be honestly 
shown about as far apart as in common brickwork. The tornadoes 
at Omaha, and elsewhere, showed the same results as the fires. 
Whole fronts of pressed brick were sucked into the streets. Metal 
ties, and angle cutting of stretchers are not strong enough. 

The popular way of constructing large buildings is to have the 
main wall of reinforced concrete with a facing of brick. Here, 
ago in, the metal ties are strong enough except at the time extra 
strength is required. Every seventh course or so there might be 
a strip of expanded metal lath fastened before the concrete is poured, 
and extending out from 4" to 5". The lath is flexible, and even if it 
came in the center of the course could be bent flat on the bricks and 
built in clear along. Those who have seen the result of a tornado, 
or read of fire destruction know that the present method is worth¬ 
less just at the very time it should be something else. It makes a 
camouflage front. 

Perhaps in an ordinary header course in a fine front every alter¬ 
nate brick would be sufficient for binding. With expensive material 
this would mean that one brick would serve two spaces when cut. 
If some say this is not strong enough, what shall be said of the metal 
tie or angle cutting systems? 


TABLE 13 


Number of Ordinary Face Brick Required for One Sq Ft 


' Size of brick 
inches 

Size of joints 

Vs" 

% " 

%" 

V 2 " 

W 

K’ 

21x8. 

7.5 

7 

6.5 

6.2 

5.8 

5.5 

21x81. 

7.2 

6.8 

6.3 

6 

5.6 

5.3 

Ifxllf. 

7 

6.5 

6 

5.6 

5.3 

5 

2-1x12. 

4.6 

4.3 

4 

3.8 

3.6 

3.4 

2|x8|. 

6.8 

6.5 

6 

5.6 

5.3 

5 

31x81. 

4.7 

4.5 

4.2 

4 

3.8 

3.6 

3x9. 

5 

4.8 

4.6 

4.3 

4.1 

4 


•Before an estimator can tell how many brick to use he must know 
how this header question is arranged. Unless an inspector saw the 
wall laid each “header” course might really be made a “bat” course. 
It is an age of deceit in peace as in war. 























332 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Headers. These are the prihcipal sizes for face work.' If full 
header courses are used, an extra course must be allowed where 
required. If every sixth course is a full header it is clear that twice 
as many bricks are required in that course. For each six courses 
with full headers allow | extra; seven, eight, •§; nine, If 
alternate headers and bats are allowed, or less than full course 
in any way, cut the number to suit. 

The standard size of common pressed brick is 2jX8 in, and the 
Roman size, IfXIlf. With £-in joints a fair average allowance 
between would be 6f brick to the square foot. 

Mortar. A fair allowance for 1,000 brick with f-in joints is 
8 cu ft. Other sized joints should be arranged on this basis. It 
should be noted, however, that wide joints require a coarser mortar. 

The following table gives a large enough allowance for a brick 
of a smaller than the national size. 

“With bricks 8fX4X2", the following are the quantities of 
mortar as compared with the whole mass, and the number of bricks 
required for a cubic yard of massive work: 


TABLE 14 


Size of joint 
in 

Amount of mortar 
in mass 

Number of bricks 
in cubic yard 

Number of bricks 
in cubic foot 

i 

1 

9 

638 

23.63 

i 

1 

574 

21.26 

3 

8 


522 

19.33 

1 

2 

1 

8 

475 

17.60 

5 

8 

4 

1 O 

433 

16.04 


“From the foregoing the bricklayer can easily figure out how 
much mortar he will want for each 1,000 bricks laid, knowing the 
price of lime and cement, for often he may be called upon to lay 
his bricks in cement.” 


Materials 

Portland Cement. A bag contains 94 lbs net, and a barrel has 
4 bags = 376 lbs. Packed weight per cubic foot, 108f lbs; loose, 92. 

Natural Cement. A bag contains 94 lbs net, and a barrel, 282 net. 
At the end of a year a mix of 1 and 1 of this is about equal to a 
1 and 3 of Portland cement and sand. 








BRICKWORK 


333 


Lime. A bushel has 75 to 85 lbs net. A cubic foot weighs 
60 to 65 lbs. A 180-lb barrel contains about 3 cu ft. A 280-lb 
barrel contains about 4f cu ft. The 180-lb barrel is standard in 
the Common Brick Manufacturers’ Association book. As a rough 
average, a 180-lb. barrel of good lime makes about 7.05 cu ft of 
putty. 

Hydrated Lime. Per cubic foot 40 lbs. A paper package has 
50 lbs. net. A cloth, 100 lbs. The 50-lb bag makes about 1.14 cu ft 
of paste. 

Sand. About 100 lbs to cubic foot. 


Number of Bricks Required for Piers per Foot of Height 

Sizes. The smallest pier that should be allowed in a city should 
not be less than 13X13, or 12X12, as some codes have it. Only 
a few brick more are required as compared with the 9X9, which 
is too small. 

The size of bricks differs, and the mortar joints are not the same. 
On measuring some at hand of the national size of 2\ it was found 
that with rough joints there were 4 to the foot in height. With 
very small brick and joints there might be 5, although this is seldom 
seen. The table is made out for five different sizes, and about 
4 per cent allowed for waste. 


334 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 15 

Solid Brick Pier Table per Foot High 


Size, inches 

4 to 12" 

4* to 12" 

41 to 12" 

4f to 12" 

5 to 12' 

9x9 . 

9 

9 

10 

10 

11 

9x13. 

13 

13 

14 

15 

16 

9x17. 

17 

18 

19 

20 

21 

9x21. 

21 

22 

23 

25 

26 

13x13. 

19 

20 

21 

23 

23 

13x17. 

25 

27 

28 

31 

31 

13x21. 

31 

33 

35 

37 

39 

13x25. 

38 

40 

42 

45 

47 

17x17. 

34 

36 

38 

40 

42 

17x21. 

42 

44 

47 

49 

52 

17x25. 

50 

53 

56 

59 

62 

17x29. 

58 

62 

66 

69 

73 

21x21. 

52 

55 

58 

62 

65 

21x25. 

63 

67 

70 

74 

78 

21x29. 

73 

77 

82 

87 

91 

21x33. 

83 

88 

94 

99 

104 

25x25. 

75 

79 

84 

89 

94 

25x29. 

88 

93 

99 

104 

109 

25x33. 

100 

106 

112 

119 

125 

25x37. 

112 

120 

127 

134 

141 


Cubic Measure. Any piers above these last sizes are better 
taken by the cubic foot system. 




































BRICKWORK 


335 


A Brick Book 

(Courtesy of the Common Brick Manufacturers’ Association) 


The makers of face brick are working together to set forth the 
qualities of their product, as The American Face Brick Association, 
Chicago; and now comes The Common Brick Manufacturers’ 
Association of America, Cleveland. In 1921 the latter organization 
issued “Brick, How to Build and Estimate.” This excellent book 
goes into the question of brickwork in a thorough manner, and 
is full of illustrations. What follows is by the courtesy of the 
Association, and may be compared with previous data. 

The book is largely given over to the latest development in the 
brick world, spreading from the west coast to the east coast. This 
is the Ideal all-rolok wall and the Ideal rolok-bak wall. This is a 
hollow wall, not of the former type, but on a new principle. Metal 
ties are not used, and mortar joints are not carried across to 
give moisture a pathway. The face of the wall is of the Flemish 
bond type, but the brick are laid on edge instead of flat. There is 
thus a wall on outside and another on inside 2 \" thick and cross 
brick running from one face to the other 8 in long, so that the 
hollow space is 3| in. The 12-in wall is also tied in the same manner, 
but has a double hollow space. 

Labor. Bricklayers are not familiar with this new style, and 
more time is required than with common work, but if the same 
number of brick were laid as with solid walls the area would be 
greater, as brick on edge take up more space than on flat. 

A bungalow 32'X30' with outside basement walls to grade of 
solid work, basement partitions* 8-in all-rolok, walls above grade 
8-in all-rolok faced with face brick, had 15,200 of the latter and 
26,000 common, or 41,200 in all. Total bricklayers’ time, 260 hours; 
total laborers’ time, 240 hours, or practically man to man. Average 
number of brick laid by each mason in 8 hours, 1,268. This included 
chimneys, porch piers, porch walls, etc. With wages at $1.25 
and 85j£, total $529, or $12.84 per 1,000. Basement partitions 
were laid at the rate of 1,349 brick in 8 hours. If this gait could 
be kept up the new style is about the same as the old, for on 
many bungalows and small work bricklayers do not reach this 
average. 

Height. On the basis of the standard size, 2|X3|X8, the 
height of from 1 to 100 courses of brick is given by the Association 
book, according to the width of the joint. The 10-course height 
is given here, and others can be easily found: 


336 APPRAISERS’'AND ADJUSTERS’ HANDBOOK 


Joint, 

inch 

_3 

8 

h 

5 

8 

3. 

4 


Brick flat, Brick on edge, 

inches inches 

26.25 41.25 

27.50 42.50 

28.75 43.75 

30.00 


Mortar Color. The all-rolok allowance is half that of the ordinary 
wall. 

Mortar. “Portland cement mortar” is defined as with 10 per 
cent of the weight of the cement in dry hydrated liirie or its equiv¬ 
alent in lime paste, while “pure Portland cement mortar” has no 
lime. First-class mortar is a 1 to 3 mix of Portland lime and sand. 
A good cement-lime sand mortar is 1 : 1 : 6. 

Making Mortar. A good laborer should slack, sand, and stack 
11 bbls of lime in 8 hours. For mixing and tempering mortar 
per 1,000 brick, allow from 1 to \\ hours, depending upon the 
thickness of the joints. This for both cement and lime, but includes 
the time to slack the lime. One mortar maker should supply 8 
bricklayers. With a power-driven machine 1 laborer should 
supply from 30 to 50 men. 

Grouted brickwork is less expensive than shoved brickwork 
and accomplishes the same purpose, but should not be used where 
there may be trickling on face work. 

Damp-proofing. Coating 1,000 sq ft of brick wall with asphalt 
requires 200 lbs hot material and 8 hours’ labor. For plastering 
| in thick of 1 part Portland cement to 2 parts sand allow 20 bags 
cement, 40 cu ft sand, and 42 sq ft per hour for mason and helper. 

Wedge-chipping for Arches, etc. Allow 40 brick per hour for 
a bricklayer. 

Grout for basement brick paving, 1 part Portland cement and 
3 parts sand requires 3 bags cement and f cu yd sand for 1,000 brick 
laid with ^-in to j-in joints. 

Basement Paving. A laborer will spread, level, and tamp 125 
sq ft sand cushion 2 in thick per hour, and grout 70 to 80 sq ft of 
brick paving in an hour. 

A bricklayer laying brick on edge should finish an ordinary sized 
house in half a day with 2 laborers to help him. 

Cleaning Down. For face brick allow 1 pint, and not more, 
of muriatic acid to 4 gals of water, and scrub with clean water. 
On ordinary work a man should cover about 95 sq ft per hour. 

Chimney Work. For rough fireplaces and flues allow 14 hours 
per 1,000 brick for a bricklayer, including setting lining, and the 
same time for a laborer. But one laborer can serve two bricklayers 
at this work. 


BRICKWORK 


337 


For an ordinary brick mantel and lining allow 12 hours for a 
brick mason and the same for a laborer. If 2 masons can work, 
1 laborer can attend them. 

On finer work than ordinary allow 400 brick in 8 hours for a 
man and a laborer. If 2 men work, allow half for laborer’s time. 
Laying hearth, 4 hours for man and man. 

Brick Walks. See Basement Paving for laborers’ time. Allow 
2,500 brick in 8 hours for a mason with 2 laborers. Add spreading 
of sand and grouting labor and material. 

Deducting Openings. It is pleasant to see that the Association 
book stands for net measurement and deducts all openings. It is 
to be hoped that all bricklayers will get to this system. 


Labor Tables 

Brick footings, ^-in joints, per linear foot. Mixing mortar 
included. For 8-in wall the footing is 20 in at base, 4 courses high; 
12-in wall, 24"X4" courses; 16-in wall, 32" at base by 5 courses 
high. Material and labor given without overhead and profit. 
A unit of 10 ft is given, and any length can be had from this. 


“A’’ Footings 


Size, 

inches 

Length, 

feet 

Number 

brick 

Cubic feet 
of 

mortar 

Laborer’s 

time, 

hours 

Bricklayer’s time, 
hours 

Lime or 
cement 

Cement 

8 

10 

228 

4 

If 

H 

If 

12 

10 

282 

5 

2f 

H 

2 

16 

10 

460 

8 

3f 

2* 

3 


Piers per foot high, solid and hollow. The 8X12, 12X12, and 
the 12X16 are solid with brick on flat; the lOf X10f is hollow with 
brick laid on edge. As before, 10 ft is taken as a unit and any 
length can be based on this. 













338 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


“B” Piers 


Size, 

inches 

Number of 
brick 

Cubic feet 
mortar 

Laborer’s 

hours 

Bricklayer’s 

hours 

8 X12 

124 

2i 

1 

U 

12 X12 

185 

31 

H 

21 

12 X16 

247 

41 

2 

31 

lOfXlOf 

113 

1 

U 

2 


Exterior Ideal All-Rolok Walls. Material and labor per square 
foot: 10 is taken as the unit. Mortar-mixing is included. 


“C” 


Size, 

inches 

Total number 
of brick 
including 
face brick 

Number of 
face brick 

Cubic feet 
of mortar 

Laborer’s 

hours 

Bricklayer’s 

hours 

8 

90 

60 

1 

1 

2 

3 

4 

121 

143 

60 

H 

1 

1 


Exterior Ideal Rolok-bak Wall. Per 10 sq ft. Flemish headers 
every 3rd course. 


“D” 


Size, 

inches 

All brick 

Face brick 

Cubic feet 
of mortar 

Laborer’s 

hours 

Bricklayer’s 

hours 

8 

108 

68 

1 

1 

2 

3 

121 

154 , 

68 

H 

1 

H 


Solid Exterior Basement Walls, 1-in Joint. Per 10 sq ft. Every 
5th course a header. Mortar-making included. 


























BRICKWORK 


339 


“E” 


Size, 

inches 

Number of 
bricks 

Cubic feet 
of mortar 

Laborer’s 

hours 

Bricklayc 

Lime or 
Lime cement 

;r’s hours 

Cement 

mortar 

8 

128 

2 

1 

3 

4 

1 

12 

193 

3* 

if 

If 

If 

16 

258 

4f 

2 

If 

2 


Solid Exterior Walls above Grade in Common Bond, |-in Joints. 

Header every 5th course. Per 10 sq ft. Mortar-mixing included. 




Size, 

Number of 

Cubic feet 

Laborer’s 

Bricklayer’s hours 

inches 

bricks 

of mortar 

hours 

Lime or 
Lime cement 

Cement 

mortar 

8 

128 

If 

1 

1 

1 

12 

193 

2 

If 

If 

If 

16 

258 

3 

2 

If 

2 


Solid Exterior Walls in Flemish, English, and English Cross 
Bonds, |-in Joints. Per 10 sq ft. Mixing included. 


“G” 


Size, 

Number of 

Cubic feet 

Laborer’s 

Bricklayer’s hours 

inches 

bricks 

of mortar 

hours 

Lime or 
Lime cement 

Cement 

mortar 

4 

62 

1 

1 

2 

3 

4 

.. 

8 

124 

2 

1 

1 

1 

12 

185 

3f 

If 

If 

If 

16 

247 

4f 

2 

If 

2 





























340 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Quantities of Material for Cubic Feet of Mortar Found in the 
Foregoing Tables. In cement mortars -ro is lime mixture. All 
per 10 cu ft. 1 : 3 etc. means 1 part cement or lime and 3 parts 
sand: 1:1: 6 = cement, lime, sand parts. 


“H” Lime Mortar 


Mix 

180 lb. bbls. of 
lump lime 

50-pound sacks 
hydrated 
lime 

1 

Sand, 

cubic yards 

1 : 2\ 

.6 or 

3.5 

.4 

1 : 3 

.5 or 

2.9 

.4 


“I” Lime-Cement Mortar 
Per 10 cu ft 


Mix 

Sacks of 

Lime, 

Hydrated lime, 

Sand 

cement 

barrels 

sacks 

1:1:6 

1.3 

.2 or 

1.5 

4 


“J” Cement Mortar 
Per 10 cu ft 


Mix 

Sacks of 
cement 

Barrels of 
lime 

Sacks of 
hydrated lime 

Sand, 

cubic yards 

1 : 2 

4.4 

.2 or 

.9 

.3 

1 : 3 

3.3 

. 1 or 

.7 

.4 

1 : 4 

2.6 

. 1 or 

.6 

.4 


Flues Laid with ^-in Joint. Per 10 ft high. Mortar-mixing 
included. Linings not included, except setting them. 























BRICKWORK 


341 


“K” 


Size of 
flue 

Size of 
chimney 

Number of 
bricks 

Cubic feet 
of mortar 

Laborer’s 

hours 

Mason’s 

hours 

8X 8 

17X17 

259 

1 

2 

2 

3* 

12X12 

21X21 

345 

6 

2f 

4| 

12X12 





71 

and 

21X34 

539 

8* 

4 


8X12 
8X 8 

13X17 

173 

3 

U 

21 

12X12 

12X12 

17X21 

238 

4 

n 

31 

and 
8X 8 

17X34 

367 

6* 

2f 

5 


In the first three the brick go on four sides; in the second three, 
on three sides only, as they stand out from the face of a wall, while 
the others are clear. 

Remarks on Tables. For table “E” the exterior 4 in has all 
joints filled with mortar, other brick laid on a full bed, but touching 
end to end. Vertical space between each 4-in course filled with 
mortar. 

Table “F” same as “E,” but vertical space between courses left 
open. 

Table “G,” 8 in, has as many vertical joints between courses 
left open as possible; 12 in and 16 in, bricks touch end to end, and 
space between courses left open. 

Table “H” has all joints filled with mortar. 










CHAPTER VII 


CEMENT STONEWORK 

Laid in Wall. So far as an appraiser is concerned with founda¬ 
tions of this material the easiest method of getting a fair value is 
the best. This is by the square foot. The local price must be 
obtained, and this varies. The following figures are presented as 
a guide and an average for ordinary material: 

For 8-in foundation walls, 31^ per square foot of finished work. 

For 12-in foundation walls, 48^ to 50£ per square foot of finished 
work. 

For 8-in walls, clear to roof including gables, 33f6 per square foot. 

For 12-in walls, clear to roof including gables, 50j£ to 52 £ per 
square foot. 

Chimneys, 8"X12", $1.75 per linear foot. 

For granite-faced stone, 40^ per square foot for 8-in and 60^ for 
12-walls. Door sills, 8"X15", 80^ per linear foot; window sills, 
50^; wall coping, 10 in wide by 4| in thick at center, 45 j£; blocks, 
8"X16"X8", 19^, and 20^ for faced material; 6"X16"X12", 21^; 
porch pier blocks, 12" X12" X8", 50^; fluted porch column, common 
style, ordinary length, 9-in diameter, $6; window caps, 40^ per 
linear foot. Garage walls are a trifle higher than basement ones— 
allow 35^ per square foot for 8 in. 

As a general rule an appraiser does not heed to know the cost of 
making the blocks in the yard, any more than he needs to have the 
cost of making brick—clay, labor, fuel, etc. What he needs to 
know as to brick and blocks is the price of the finished product laid 
down at the site, but, better still, the cost per square foot laid in 
the wall, as in the foregoing. 

Two-kind Work. The face of cement stone is made of a richer 
mix than the back; the first may be 1 part cement to 2 parts sand, 
and the second 1 to 4. 

Labor Laying. This is included in the walls already given, but is 
put here separately in case of need. For a straight basement wall 
of the ordinary kind some men lay 250 blocks in 8 hours, but this is 
done as a spurt, seldom reached and never exceeded; the common 
allowance is 160 blocks, or 20 per hour. Each mason requires a 
helper. This is for the lighter hollow blocks; deduct 10 percent 

342 



CEMENT STONEWORK 


343 


for the solid ones. Lighter blocks, 4 in to 6 in high can be laid at 
the rate of 25 to 30 per mason per hour, while the long 24’s run to 
only 14 to 16. A good deal depends, with all blocks, on the kind 
of walls and as much on the kind of weather. 

Sizes. The most common block is 8" X8" X16" for the 8-in wall, 
and 8"X12"X16" for the 12-in. On the face of both the area is 
128 sq in. The following table gives useful data: 


Concrete Block Table 

Giving size and weight of blocks, the number 1 bbl of cement will 
make, the number to 1 cu yd of material, and the number per 
square of 100 superficial feet. 


1 Height 

Width 

Length 

Solid blocks 

Hollow blocks 

Number 

per 

square 
of 100 
square 
feet 

Weight 

of 

block 

Number 
per barrel 
of cement 
at 1 to 5 

Number 

per 

cubic 

yard 

Weight 

of 

block 

ibs 

Number 
per barrel 
of cement 
at 1 to 5 

Number 

per 

cubic 

yard 

8X 

8X16 

73 

34 

48 

50 

49 

71 

112 

8X10X16 

92 

27 

38 

67 

37 

53 

112 

8X12X16 

109 

22 

32 

80 

31 

44 

112 

4X 

8X16 

35 

68 

99 

24 

100 

144 

224 

4X10X16 

44 

54 

79 

32 

76 

109 

224 

4X12X16 

53 

44 

66 

39 

63 

91 

224 

8X 

4X16 

37 

68 

95 




112 

8X 

8X24 

112 

22 

31 

77 

32 

45 

75 

8X10X24 

140 

18 

25 

92 

25 

38 

75 

8X12X24 

166 

15 

21 

112 

21 

31 

75 

4X 

8X24 

54 

46 

65 

37 

66 

94 

150 

4X10X24 

67 

36 

52 

46 

52 

76 

150 

4X12X24 

79 

30 

44 

55 

44 

63 

150 

8X 

4X24 

55 

44 

63 




75 


Explanation. To find the number of blocks for a building, get 
the surface feet of the building by multiplying the length around the 
building by the height of the wall. Add to this the surface of gables, 
then deduct the surface feet of all the openings. Thus giving the 
actual surface to cover. 

Rule. Multiply the number of squares to cover by the number 
in the last column for the size block to be used, which will give the 
number of blocks for any building. 


















344 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Data for 100 Blocks with 1:2:4 Mix 


Size 

Gravel, 
cubic yards 

Sand, 

cubic yards 

Cement, 

barrels 

Labor, 

hours 

8X 8X16 

1.05 

0.79 

2.02 

13 

8X10X16 

1.40 

1.06 

2.62 

15 

8X12X16 

1.68 

1.27 

3.08 

16 

8X 8X24 

1.62 

1.23 

3.12 

20 

8X10X24 

2.02 

1.53 

3.80 

21 

8X12X24 

2.43 

1.82 

4.46 

22 


This is by hand-mixing; by machine the number can be more 
than doubled. The blocks are faced with a mix of 1 part cement 
to 2 parts sand. The body is 1 : 3 : 4. the latter small gravel. 










CHAPTER VIII 


STEEL AND IRON 

Weight. Per cubic foot, cast iron, 450 lbs; wrought iron, 480 
lbs; steel, 490 lbs. Per cubic inch, .263, .281, .283; usually, .26, 
.28, or a little more than \ lb per cubic inch. Wrought iron multi¬ 
plied by 1.082 gives brass; 1.444, copper; 1.471, lead. A stock 
pattern might be used a hundred times, and the cost of the work 
thus greatly reduced as compared with one column to a special 
pattern. 

Rivets. Use 2 per cent of the weight of structural steel. 

Labor Setting. Without plans it is hard to get weights, as 
columns and beams vary greatly. A 15-in beam may be 42 lbs 
or 100. So with others. 

Ordinary Work. For store-front beams and such work, 12 to 15 
hours per ton, half at tradesmen’s wages of $1 per hour, and the 
other half at laborer’s of 60fi—at 12 hours, $9.60, and at 15, $12. 
Ordinarily, $10 should be enough. The work can often be done 
with laborers and one tradesman to direct them. With a long 
stretch of plain work they can set for $8. All with hand derrick. 

On column and beam work at the level of first floor, bolted, 
12 hours per ton should be enough, and on a long stretch even less. 
This with tradesman to direct laborers. 

On No. 2, clear to roof, with bolted work, set with laborers, the 
average rate ran to 25 hours. Ceiling with light sections reduced 
the average. At 60^ this is $15 per ton. Hand derrick: steam, $12. 

On railroad shop buildings, from 120 to 200 ft wide and 400 to 
1,000 ft long, heavy trusses on steel columns, heavy crane runways, 
riveted connections, $20 per ton. The work is done with foreman, 
engineer, riveters, and laborers. In the former low-priced era 
the cost ran to $7 and $8. With the necessary proportion of skilled 
erectors and laborers, the former at $1 per hour, and the latter 
at 60^, $20 is a fair allowance. 

Machine shops should be less than car shops and lighter buildings, 
for the columns that support the crane girders are much heavier 
than for ordinary structures that carry only 10- and 20-ton cranes. 
With a 200- to 250-ton crane the columns and girders soon run up 
in tonnage, yet the steam derrick can lift them as easily as light 

345 


346 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


sectional work. The crane girders may be 3 ft 6 in wide, and the 
central columns about as much. A truss of 150-ft span for this 
kind of work weighs about 5 tons. 

On the basis of 77§j£ per hour for steel erectors and 45j£ for laborers 
a large machine shop with 80,000 sq ft was studied by the general 
and sub-contractor with the agreement that the actual cost of 
setting would be from $14 to $15 per ton and that a profit of $3 
per ton was fair to sub-contractor. On the $17 rate, but with wages 
of $1 and 60^, the $20 total given for such work would run to about 
$22. The steel was set for less than $16, which overran the esti¬ 
mate. Winter work ran up the total. 

But with train sheds and light work $30 per ton, on the same 60j£ 
wage rate, would be required. If laborers get only 20^ per hour 
and erectors 60^, the cost per ton is far less than with $1 to $1.10 
and 60^. 

The weight of steel per square foot of shop buildings is given in 
another chapter, and also the percentage it bears to total cost. On 
some machine shops the cost of the steel is half of the complete 
structure; and on car shops and such buildings, 20 to 26. 

Cranes. On the 60j£ basis for laborers, allow 10 hours per ton of 
actual weight to set large cranes. This on the basis of being taken 
directly from cars on shop tracks. 

Skyscrapers. The following erection table is based on the labor 
required for 12 to 20 stories, one of them with 2,000 tons, and the 
other with 3,500. The 2,000 cost at the rate of $12.50, and the 
3,000 one at the rate of $11 per ton. Heavier sections cut down 
the cost, for a modern derrick can hoist one beam as easily as 
another, and the riveting is practically the same. This was at the 
wage rate of 72^ for erectors and 40j£ for laborers. No profit, 
but net cost. 

The table is based on general averages. On low buildings with 
heavy sections 3 tons might be the unit instead of 1.65. 

Another 18-story building with ^-mile haul and a coat of paint 
on all steel after erection ran to $11.50, with wages at 60^ and 
35 ^. 

Many of the following items are so small that a fair price is better 
than none, and can be corrected by consulting the index numbers 
to see the difference between a 1923 unit and an earlier. 

Prism Coal Hole Covers. $2.50 to $2.75 per square foot; 24-in, 
$8 to $12; solid, $3 to $8. Depth regulates price to some extent. 

Wickets. For railroad windows, from $10 to $40 of ordinary 
style. 

Gas-pipe Rail. Double, $2 per foot; single, $1.50; 3"X3" 
posts, $6 to $7. Spike rail on top, 30 per foot. Standards for 
corners, etc., from $3 to $5 each. 


STEEL AND IRON 


347 


Erecting Table, Based on 1.65 Tons in 8 Hours, 
for Skyscrapers 


tradesmen, 
per hour 

laborer, 
per hour 

3 tradesmen, 

1 laborer, 
per ton riveted 

2 tradesmen, 

2 laborers, 
per ton bolted 

$0.60 

$0.35 

$10.43 

$ 9.21 

.65 

.40 

. 11.40 

10.18 

.70 

.40 

12.12 

10.67 

.75 

.40 

12.85 

11.15 

.80 

.45 

13.82 

12.12 

.85 

.50 

14.80 

13.10 

.90 

.50 

15.52 

13.57 

.95 

.60 

16.73 

15.03 

1.00 

.60 

17.45 

15.52 

1.05 

.60 

18.18 

16.00 

1.10 

.65 

19.15 

17.00 

1.15 

.65 

19.88 

17.45 

1.20 

.70 

20.85 

18.43 

1.25 

.70 

21.58 

18.91 


Fence. Gates, 25^ per pound. Fences, 13?f per pound, set in 
place; $1.30 to $1.70 in place, square pickets. 

Shutters and Doors. From 90^ to $1.10 per foot in place. 
Vault door linings from $120 up, 620 to 830 lbs. 

Iron Ladders. $1.50 to $1.75 per foot high in place. 

Fire-escapes. Stairs, $8 to $10 per foot on rake in place; small 
escapes, $2 per foot high set; platforms, $5 per linear foot. A good 
3-ft stair, $350 per story, or about $18 per step. 

Wrought Iron. In general, at 1923 rates, 9^ to 10^ per pound. 

Anchors. Per linear foot, both shank and head included: f in 
thick, H in, 13^; 2 in, 17^; in, 22. For f in thick, same widths, 
20j£, 26^, 32^f. For \ in thick, 2 in, 2\ in, and 3 in equals 34^, 42^, 
51^. All at 10^ per pound. 

In 1923 stairs took 9^ to lljz t per pound for plain work, and $30 
per ton allowed for erection besides, as well as painting. 

Painting should be done by area, but sometimes it is figured by 
tonnage. For graphite in shop, $1.50 per ton; in field, $2.50; 
red lead, $2.75 in shop and $3.50 in field. 

Hauling per ton about $1.50 to $2 when hoisted and unloaded 
by derrick. This for about a mile, although distance does not 
affect price so much as formerly if auto trucks are used. 











348 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Turntable for garage, 72 in, 1,820 lbs, $160 to $180. 

Wrought-iron Gratings are of various weights, and weight must 
be had for a price, at 9^ per pound. Allow $1.50 per square foot 
for UXH" outside frame, f"Xlf" at 2-in centers for bars. 

Jamb Guards, about 6j£ per pound. 4"X4"Xf"X4' = $3.25; 
6"X8"Xf"X6' = $12. 

Wheel Guards, 9"X9"X3' = $10 to $12. 

Mason Safety Treads, $2.40 to $2.75 per square foot; brass 
base, $8. 

Example. What is the weight per linear foot of a 12"X16"X1" 
thick column? 

Answer. 2a+2b =24+32 = 56. Opposite this number, under 
1 in thick metal, we find 162.5, which is weight per linear foot in 
pounds for a column of this size. 


Weight of Cast-Iron Columns per Linear Foot 


Diam¬ 

eter 

in 

Thick¬ 

ness 

in 

Weight 

lbs 

Diam¬ 

eter 

in 

Thick¬ 

ness 

in 

W eight 
lbs 

Diam¬ 

eter 

in 

Thick¬ 

ness 

in 

Weight 

lbs 

6 

1 

2 

26.95 

8 

if 

82.71 

11 

1 

98.03 

6 

3 

4 

38.59 

9 

3 

4 

60.65 

11 

H 

119.46 

6 

7 

8 

43.96 

9 

1 

78.40 

11 

If 

139.68 

6 

1 

49.01 

9 

if 

94.94 

11 

If 

158.68 

6 

U 

53.76 

9 

if 

110.26 

11 

2 

176.44 

7 

3 

4 

45.96 

9 

l! 

124.36 

12 

1 

107.51 

7 

1 

58.90 

10 

l 

88.23 

12 

If 

131.41 

7 

if 

64.77 

10 

if 

107.23 

12 

If 

154.10 

8 

3 

4 

53.29 

10 

if 

124.99 

12 

If 

175.53 

8 

1 

68.64 

10 

if 

141.65 

12 

2 

195.75 



















STEEL AND IRON 


349 


Weight op Square Cast-Iron Columns in Pounds per 
Linear Foot 

(Birkmire) 



Thickness of Metal in In 


2a + 
2b 

Vs 

H 

Vs 

1 

IVs 

1 H 

IK 

1M 

2 

*12 ' 

18.6 

21.1 

23.3 

25.0 

26.4 

27.3 

28.1 



14 

22.5 

25.8 

28.7 

31.3 

33.4 

35.1 

37.5 



16 

26.4 

30.5 

34.2 

37.5 

40.4 

43.0 

46.9 

49.2 

50.0 

18 

30.3 

35.2 

39.7 

43.8 

47.4 

50.8 

56.3 

60.2 

62.5 

20 

34.2 

39.8 

45.1 

50.0 

54.5 

58.6 

65.6 

71.1 

75.0 

22 

38.1 

44.5 

50.6 

56.3 

61.5 

66.4 

75.0 

82.0 

87.5 

24 

42.0 

49.2 

56.1 

62.5 

68.5 

74.2 

84.4 

93.0 

100.0 

26 

45.9 

53.9 

61.5 

68.8 

75.6 

82.0 

93.8 

103.9 

112.5 

28 

49.8 

58.6 

67.0 

75.0 

82.6 

89.8 

103.1 

114.8 

125.0 

30 

53.7 

63.3 

72.5 

81.3 

89.6 

97.7 

112.5 

125.8 

137.5 

32 

57.6 

68.0 

77.9 

87.5 

96.7 

105.5 

121.9 

136.7 

150.0 

34 

61.5 

72.7 

83.4 

93.8 

103.7 

113.3 

131.3 

147.7 

162.5 

36 

65.4 

77.3 

88.9 

100.0 

110.7 

121.1 

140.6 

158.6 

175.0 

38 

69.3 

82.0 

94.3 

106.3 

117.8 

128.9 

150.0 

169.5 

187.5 

40 

73.2 

86.7 

99.8 

112.5 

124.8 

136.7 

159.4 

180.5 

200.0 

42 

77.1 

91.4 

105.3 

118.8 

131.8 

144.5 

168.8 

191.4 

212.5 

44 

81.0 

96.1 

110.8 

125.0 

138.8 

152.3 

178.1 

202.3 

225.0 

46 

84.9 

100.8 

116.2 

131,3 

145.9 

160.2 

187.5 

213.3 

237.5 

48 

88.8 

105.5 

121.7 

137.5 

152.9 

168.0 

196.9 

224.2 

250.0 

50 

92.8 

110.2 

127.2 

143.8 

159.9 

175.8 

206.3 

235.2 

262.5 

52 

96.7 

114.8 

132.6 

150.0 

167.0 

183.6 

215.6 

246.1 

275.0 

54 

100.6 

118.5 

138.1 

156.3 

174.0 

191.4 

225.0 

257.0 

287.5 

56 

104.5 

124.2 

143.6 

162.5 

181.0 

199.2 

234.4 

268.0 

300.0 

58 

108.4 

128.9 

149.0 

166.8 

188.1 

207.0 

243.8 

278.9 

312.5 

60 

112.3 

133.6 

154.5 

175.0 

195.1 

214.9 

253.2 

289.8 

325.0 

62 

116.2 

138.3 

160.0 

181.3 

202.1 

222.7 

262.5 

300.8 

337.5 

64 

120.1 

143.0 

165.4 

187.5 

209.2 

230.5 

271.9 

311.7 

350.0 

66 

124.0 

147.7 

170.9 

193.8 

216.2 

238.3 

281.3 

322.7 

362.5 

68 

127.9 

152.3 

176.4 

200.0 

223.2 

246.1 

290.6 

333.6 

375.0 

70 

131.8 

157.0 

181.8 

206.3 

230.3 

253.9 

300.0 

344.5 

387.5 

72 

135.7 

161.7 

187.3 

212.5 

237.3 

261.7 

309.4 

355.5 

400.0 

74 

139.6 

166.4 

192.8 

218.8 

244.3 

269.5 

318.8 

366.4 

412.5 

76 

143.5 

171.1 

198.3 

225.0 

251.3 

277.3 

328.1 

377.3 

425.0 

78 

147.4 

175.8 

203.7 

231.3 

258.4 

285.2 

337.5 

388.3 

437.5 

80 

151.3 

180.5 

207.2 

237.5 

265.4 

293.0 

346.9 

399.2 

450.0 


* A and b = either side (outside measurement). 2a + 2b = number. Allow¬ 
ance has been made in above table for corners counted twice. 

















CHAPTER IX 


FIREPROOFING 
Labor per Hour in Square Feet 

(Data through courtesy of the Nat’l Fireproofing Co., Pittsburgh, the “ Natco ”) 

For the regular flat arch tile floors allow as in the following 
table. Wages ca,n be arranged to suit any local rate as the number 
of square feet laid in an hour is the important unit. The usual 
modifications have to be kept in mind, as bad weather, waiting 
on material, small cut-up or large spaces, etc. In the largest 
cities tile work is laid by experts; but in ordinary cities and towns 
bricklayers do the work and it takes some time to get them used 
to it. The 22,000 sq ft on one building was laid under an expert 
with ordinary tradesmen, and he soon noted the difference between 
the two classes. 

The following table has the time of hoisting engineer included. 
On first floors and occasionally in 2-story buildings engineer labor 
is not required. Wheeling for the first floor and a gasoline engine 
with hoist run by a laborer for the second do the work. If necessary 
deduct approximately 12 per cent from the totals to get at the 
rate without engineer. 


TILE LABOR 

TABLE A 
Flat Arches 


Depth, 

inches 

Square feet 
per hour 

Depth, 

inches 

Square feet 
per hour 

6 

60 

12 

40 

8 

54 

13 

35 

9 

50 

14 

33 

10 

46 

15 

30 


350 











FIREPROOFING 


351 


The proportion of time in the foregoing table might, for valuation 
purposes, be set at 1 mason, If laborer, and 0.3 engineer. 

Long Span segmental arches allow 30 sq ft per hour. 

Mortar. This has to be richer than for ordinary masonry. For 
100 sq ft at 1-in joint allow in cubic feet for depth of tile as stated: 
6-in, 5; 9-in, 7; 12-in, 9; 14-in, 11; 15-in, 12. 

TABLE B 
Bakup Tile 


Size, 

Square feet 

Size, 

Square feet 

inches 

per hour 

inches 

per hour 

4X5X12 

29 large jobs 

8X5X12 

20 large jobs 

4X5X12 

23 residences, etc. 

8X5X12 

17 residences 


Hoisting is not included. If required deduct about 7 per cent 
from total, which is on the basis of 1 mason to 1 tender. 

Mortar for bakup tile: to 100 tile, with f-in joint, 5 cu ft for 
4"X5", 12 in; for 8"X5"X12", 6.25 cu ft. 

TABLE C 

Furring and Partition 


Size, 

inches 

Square feet 
per hour, 

Size, 

inches 

Square feet 
per hour 

2-in split furring 

36 

7-in partition 

23 

3-in partition 

34 

8-in 

18 

4-in “ 

30 

9-in ‘ ‘ 

17 

5-in 

28 

10-in 

16 

6-in “ 

25 

12-in 

15 


Time of 1 laborer to 1 mason—no hoisting. Deduct 7 per cent for 
this if required. 

Mortar. For 100 sq ft of partition tile at thickness stated allow 
in cubic feet as shown: 2-in, If cu ft; 3-in, 2f; 4-in, 3; 5-in, 3.8; 
6-in, 4.6; 7-in, 5.4; 8-in, 6.1; 9-in, 6.9; 10-in, 7.6; 12-in, 9.7. 

Columns. Where square or rectangular columns are 2 ft or more 
in size allow 28 sq ft per hour with ceiling heights 10 ft to 12 ft; 
for smaller columns 12 ft to 18 ft high, 23 sq ft. Round columns 


















352 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


not more than 2 ft diameter and 10 ft to 12 ft ceilings, 35 sq ft per 
hour; smaller columns and higher ceilings, 20 sq ft. In all cases 
1 laborer to 1 mason. 

Beams. Per linear foot, average, minutes for 1 mason, and 
the same for 1 laborer. This for beams 15-in high and under, and 
for fireproofing top, bottom, and two sides, say, 3 sq ft to 1 lin ft = 
18 sq ft per hour for the two men. 


Wall Bearing Tile 

TABLE D 
12"X12" Face 


Thickness, 

inches 

Square feet 
per hour 

Thickness, 

inches 

Square feet 
per hour 

3 

29 

8 

17 

4 

25 

10 

15 

6 

22 

12 

14 


This Table D on the basis of 1 mason to 1 laborer, no hoisting. • 
Deduct 7 per cent if this is required. 

Book Tiles. Lengths, 17 in, 19 in, 21 in; 3 in thick; 12 in wide. 
Allow 38 sq ft per hour for 1 mason and 1 laborer. Deduct 7 per 
cent for hoisting if required, which equals adding for cost of engineer. 


End Construction Arches 


TABLE E 


Depth, 

inches 

Square feet 
per hour 

Depth, 

inches 

Square feet 
per hour 

6 

44 

12 

29 

7 

42 

13 

27 

8 

40 

14 

25 

9 

36 

15 

23 

10 

33 

16 

21 


The proportion runs at 1 mason, 1| laborer, and 0.3 engineer. 
Add about 12 per cent if hoisting is not required. 





















FIREPROOFING 


353 


Unloading. If the appraiser can get the cost of the material 
laid down on the job from wagons or trucks, unloading does not 
have to be allowed; but if the price is on railroad tracks an addition 
should be made per square foot. For the 10-in to 14-in allow 75 ft 
per hour for 1 man to unload and wheel about 10 yds; for 5-in to 8-in 
tile, 100 sq ft; for light book and thin partition, 150 sq ft. Inci¬ 
dentally, the United States experts sent to examine the San Francisco 
fire concluded that no partition less than 6 in should be allowed. 


Labor on Gypsum Blocks 


TABLE F 

Partitions 


Thickness, 

inches 

Square feet 
per hour 

Thickness, 

inches 

Square feet 
per hour 

2-in furring 

60 

5-in partition 

36 

2-in partition 

50 

6-in 

32 

3-in “ 

45 

8-in “ 

25 

4-in ‘ 1 

40 




The allowance is 1 mason to 1^ laborer, and hoisting is included. 
Mortar. Cubic feet per 100 sq ft of wall: 2 in, 1.2; 3 in, 1.8; 
4 in, 2.4; 5 in, 3; 6 in, 3.6; 8 in, 4.8. 


TABLE 1 

Cost of Labor on Fireproofing per 100 Square Feet 


Rate 

per 

hour 

for 

mason 

Rate 

per 

hour 

for 

laborer 

Rate 
per 
hour 
for 1 
with 1 

$0.50 

0.25 

0.75 

.60 

.30 

.90 

.70 

.35 

1.05 

.80 

.40 

1.20 

.90 

.45 

1.35 

1.00 

.50 

1.50 

1.10 

.55 

1.65 

1.20 

.60 

1.80 

1.40 

.70 

2.10 

For each 5* 
Col. 2 

diff. in 


Number of square feet laid per hour 


12 

15 

18 

21 

24 

27 

30 

33 

36 

6.25 

5.00 

4.16 

3.57 

3.13 

2.78 

2.50 

2.27 

2.08 

7.50 

6.00 

5.00 

4.29 

3.75 

3.33 

3.00 

2.73 

2.50 

8.75 

7.00 

5.83 

5.00 

4.38 

3.89 

3.50 

3.18 

2.92 

10.00 

8.00 

6.67 

5.71 

5.00 

4.45 

4.00 

3.64 

3.34 

11.25 

9.00 

7.50 

6.43 

5.63 

5.00 

4.50 

4.09 

3.75 

12.50 

10.00 

8.34 

7.14 

6.25 

5.56 

5.00 

4.55 

4.17 

13.75 

11.00 

9.16 

7.86 

6.88 

6.11 

5.50 

5.00 

4.58 

15.00 

12.00 

10.00 

8.57 

7.50 

6.67 

6.00 

5.45 

5.00 

17.50 

14.00 

11.66 

10.00 

8.75 

7.78 

7.00 

6.36 

5.83 

;42,5 

34* 

28)4 

24* 

21* 

19* 

17* 

15* 

14* 


See page 350 about hoisting. 



























354 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


On a 60j£ per hour basis the first allowance is per square foot; 
the second, f^; the third, An appraiser would lump all at Iff, 
and not be far from right. 

Freight. This cannot even be guessed at until point of shipment, 
destination, weight and rate are known. Ordinary hauls run from 
$1 to $3 per ton. At $1 allow about 2j£ per square foot for freight; 
heavy tile more, light tile less. Breakage is about 3 per cent. 

Hauling for about a mile may be $1.50 per ton with auto trucks. 
An average carload is 32 tons. Some cars hold 40 tons; others, 25. 


TABLE 2 

Cost of Labor on Fireproofing per 100 Square Feet 


Rate 

per 

hour 

Rate 

per 

hour 

Rate 

per 

hour 


Number of square feet laid 

per hour 


for 

mason 

for 

laborer 

for 1 
with 1^ 

40 

42 

44 

46 

48 

50 

52 

56 

58 

$0.50 

0.25 

0.88 

2.20 

2.10 

2.00 

1.92 

1.84 

1.76 

1.70 

1.57 

1.52 

.60 

.30 

1.05 

2.63 

2.50 

2.39 

2.28 

2.19 

2.10 

2.02 

1.88 

1.81 

.70 

.35 

1.23 

3.08 

2.93 

2.80 

2.68 

2.56 

2.46 

2.37 

2.20 

2.12 

.80 

.40 

1.40 

3.50 

3.33 

3.18 

3.05 

2.92 

2.80 

2.70 

2.50 

2 41 

.90 

.45 

1.58 

3.95 

3.76 

3.59 

3.44 

3.29 

3.16 

3.04 

2.82 

2.73 

1.00 

.50 

1.75 

4.38 

4.17 

3.98 

3.81 

3.65 

3.50 

3.37 

3.14 

3.02 

1.10 

.55 

1.93 

4.83 

4.60 

4.39 

4.20 

4.02 

3.86 

3.71 

3.45 

3.33 

1.20 

.60 

2.10 

5.25 

5.00 

4.78 

4.57 

4.38 

4.20 

4.04 

3.75 

3.62 

1.40 

.70 

2.45 

6.13 

5.83 

5.57 

5.33 

5.11 

4.90 

4.71 

4.38 

4.23 

For each 5* 
Col. 2 

diff. in 

19* 

18* 

17* 

16* 

16* 

15* 

14* 

13* 

12* 


See page 350 about hoisting. 


Combination Floors 

A common method of putting down fireproof floors is to use both 
tile and reinforced concrete, the former to lighten the load. The 
mason work on the tile consists in laying it down in straight lines 
and fitting around any walls, stairs, pipes, etc. After the steel is 
placed the concrete is poured in the regular way: 1:2:4 propor¬ 
tions. 

To get an approximate idea of the cost of the labor on a finished 
floor, assume a space of 60'X100'= 6,000 sq ft. The Truscon 
Company has compiled a table, given in The New Building Esti¬ 
mator’s Handbook, showing the percentage of tile in a floor of 
this kind from 62 per cent to 75. Experience has shown that 67 
per cent is the average for reinforced buildings, or two-thirds of the 
area, and this will be taken in the following examples. The cubic 


















FIREPROOFING 


355 


feet per square foot of floor area is given in the table, according to 
depth. Any depth can easily be estimated, as shown here: 


Depth Complete, 12 Inches: Labor per 100 Square Foot 


4,000 sq ft tile, 10 in. 

Concrete, 2,000 sq ft of 12 in. 

Concrete, 4,000 sq ft of 2 in covering. 

Mason 120 sq ft per hour = 34 hours at $1. $ 34.00 

Laborers wheeling and placing at 80 sq ft per hour, 50 

hours, 60^. 30.00 

100 cu yds concrete, 20 hrs per yard = 2,000 hrs at 60^f. . 1,200.00 


$1,264.00 

Dividing by 6,000 sq ft = $210.66 = a little more than 21^ per 
square foot for all labor except placing of steel, hoisting, and erection 
of supporting and planking, or flooring. For tile alone less than 
per square foot, a unit so small that it might be doubled with¬ 
out doing much hurt to a valuation that may be increased from 
30 to 40 per cent by lawyers after the total is found. 

The steel labor may be approximated from the Truscon allowance, 
if exact details are not to be had. The allowance runs from 3 lbs 
per square foot on schools to 7 and 8 on high buildings, including 
all columns and beams, with 5 lbs as an average for buildings under 
6 stories. On the 6,000 ft this is equal to 15 tons. The average 
labor is given in the concrete chapter for 21 buildings at $8.52 on a 
40fi basis, which comes to twice as much in 1923, taking both 
laborers and tradesmen together. Setting $17 = 4*^ per square 
foot; and at $20 less than 6j£. This class of tile goes down faster 
than the arch kind, and if hoisting is required allow about 10 to 
12 per cent extra on the total labor. First floor work is run in by 
wheelbarrows, and if tile is laid close to the building a space is 
soon covered, especially with the short runs. 


Same Area with Lighter Tile: Labor per 100 Square Feet 
4,000 sq ft of 6-in tile; 2,000 sq ft of 8-in concrete; 4,000 sq ft of 


2-in covering: 

Mason 160 sq ft per hour = 25 hrs at $1. $25.00 

Laborers placing, 100 ft per hour, 40 hrs at 60^. 24.00 

75 cu yds concrete, 1,500 hrs at 60^. 900.00 


$949.00 









356 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Dividing by the area equals $158.17 or less than 16^ per square 
foot for labor, as before, and less than lf5 for the tile alone. The 
rate of 20 hrs for mixing and placing concrete is taken from the 
figures given in the concrete chapter for slab work, and as this class 



Fig. 49.—Natco “One Way” combination long span floor with 
2“ concrete top. 


of work requires fewer cubic yards to the same area a figure above 
the average is taken. 

Covering. This is set at 2 in, but it may be more or less. The 
Truscon table is made out for 1 in, 2 in, 3 in, 4 in on top of tile. 



Fig. 50. —Natco Bakup Block. 


Wood strips and floors were condemned by the United States experts 
after the San Francisco fire. 

The Natco two systems are set forth in The New Building 
Estimator’s Handbook for this combination floor, and they are the 
same as in general use. In the one case plank are laid for the floor 































FIREPROOFING 


357 


with a space between. The tile covers this space and the concrete 
is poured down on the plank. The Truscon average is two-thirds 
the area for tile, and thus only half the floor needs to be covered. 
But the plank is 2 in and in B. M. without waste runs to 6,000: 
with | for waste on the new lumber = 6,600. For shores and beams, 
etc., allow 9,000 in all for a basis. At $50 per M. = $450, or less 
than per square foot over the 6,000 for lumber. But using for 
two floors = 4^ for material only; while if used for half a dozen floors 
the material by itself comes to a small figure per square foot. 
There is no waste for the plain work. There are not even supports 
required, as in cases where steel columns are used. This shows 



why the lumber in 16 Aberthaw buildings runs from 4j to 21^ per 
square foot. 

In the ordinary system of tile fireproofing the planks are hung to 
the steel beams by the standard apparatus carried from one build¬ 
ing to another, just as ladders are; and planks may serve for a 
dozen structures. 

On No. 2, 22,000 sq ft of regular floor and roof tile cost less than 
2j£ per square foot for lumber, and salvage cut this down to perhaps 
1on a basis of $40 per M. 

On the other system a floor is laid over the entire area. Lumber 
on this basis might be set at 12^f instead of 8# for the other if only 
one floor is to be done. With more than one a cut can be made, 
although there is more waste than by the open system. 




















































358 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Approximate Price List 


Natco tile and tile for combination floor 


Contractor’s price 


2"X12"X12" 3-cell, 15 lbs each 


3"X12"X12" 

l ( 

15 “ 

(( 

71 

4"X12"X12" 

L ( 

16 “ 

i ( 

76 

5"X12"X12" 

C ( 

19 “ 

( C 

90 

6"X12"X12" 

( ( 

22 “ 

C( 

104 

7"X12"X12" 

( ( 

25 “ 

(< 

119 

8"X12"X12" 

4-cell. 30 “ 

i c 

142 

9"X12"X12" 

( i 

31 “ 

l ( 

147 

10"X12"X12" 

( ( 

35 “ 

(( 

168 

12" X12" X12" 

C ( 

40 “ 

11 

192 


$71 per M. ft 

< i 


(Or about $9.60 per ton) 
Natco XXX Tile 


S"X12"X12" 3-cell, 18 lbs each. 
4"X12"X12" “ 20 “ “ . 

6"X12" X12" 6-cell, 29 “ “ . 

8"X12"X12" “ 34 “ “ , 

10" X12" X12" “ 40 “ “ 

12" X12" X12" 9-cell, 52 “ “ 

12" X12"X12" 6-cell, 48 “ “ 


$85 per M. ft 
95 
137 

161 “ 

192 

230 

250 “ 


Natco Bakup Tile 

5"X 4"X12" 1-cell, 10 lbs each.I $36 per M. pieces 

5"X 8"X12" 2-cell, 16 lbs each.| 58 

The prices herein named are for material only, f .o.b. cars our works. 
Natco Furring Tile 


H"Xl2"Xl2"8 1bs each. 
2 "X12"X12" 9 “ “ . 


Book Tile 


3" X12" X less than 18 in in length 20 lbs per 

square foot. 

3"X12"X18" to 20 in long, inclusive, 20 lbs 

per square foot. 

3"X12" and over 20 in, but not exceeding 
24 in, 20 lbs per square foot. 


$38 

43 


$104 per M. sq ft 
113 
123 
































FIREPROOFING 


359 


Approximate Price List— Continued 
Natco Arches, End Construction 


Natco tile and tile for combination floor 

Contractor’s price 

6- in, 26 lbs per square foot. 

7- in, 30 “ “ . 

$116.35 per M. pieces 

134.25 

143.20 

147.70 

165.40 

198.45 

224.25 

240.00 “ 

263.75 

274.30 “ 

8-in, 32 ‘ * ‘ ‘ . 

9-in, 33 “ “ . 

10-in, 35 * * “ 

12-in, 42 “ “ 

13-in, 46 ‘ ‘ “ . 

14-in, 48 “ “ . 

15-in, 50 “ “ . 

16-in, 52 “ “ . 



Making Up Totals 

The totals for 100 sq ft of 12-in flat arch tile floor may be assembled 
as follows: 


Lumber for centering, allow per foot, 10^. $10.00 

Labor on centering (see Concrete chapter for slab floors), 20^. 20.00 

12-in, 42 lbs at 20^ per square foot, for tile. 20.00 

Labor on tile, Table 2, $1.10 and 55^, 40 ft per hour plus 11 

per cent for engineer, $4.83 and 53^. 5.36 

Mortar, s-m joint, 9 cu ft. 3.00 


$58.36 

Or close to 60^ per square foot. Tile is supposed to be at site 
for the price stated. This price might be much lower close to the 
yard. 

Mortar. Local prices have to govern. Change the following 
ones to suit. Price might be 50 per cent less. 

2 bbls best lime at $2.50. $5.00 

1 cu yd of sand. 2.75 

2 hrs labor mixing. 1-20 

70 gals, water. 0.10 


$9.05 



























360 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


These allowances make a cubic yard of mortar. The lime paste 
fills up the voids in the sand, and thus the quantities do not make 
up when mixed the separate totals. 

The Natco specification calls for 1 part Portland cement, 3 parts 
sand and 1 part lime paste. Starting with a cubic yard of sand and 
allowing the cement and mortar to fill the voids and make up fully 
a cubic yard: 


27 cu ft sand = 1 cu yd. $ 2.75 

9 cu ft Portland cement = 2.4 bbls, say, at $3. 7.50 

9 cu ft lime paste, at 8 ft to barrel, allow 1 bbl. 2.50 

Labor mixing, 2 hrs at 60jzf. 1.20 

0.10 


$14.05 

At this mix the 9 cu ft would cost $4.68 instead of $3; and the 
4.6 $2.40 instead of $1.54. 

The foregoing is a liberal allowance. The Lazell tables in The 
New Building Estimator’s Handbook, for a mix of 1 cement to 3 
sand and 10 per cent of hydrated lime give the following: 1.97 bbls 
cement, 0.83 cu yd sand, and 74 lbs of hydrated lime for a cubic 
yard of mortar. 

Partition. For 100 sq ft allow as follows—the combination floor 
tile is used for partitions and furring of straight column work: 


6-in tile, $104.00 per M. square feet. $10.40 

Labor on tile, Table 1, wages, $1.20 and 60^, 25 sq ft per hour. 7.20 
Mortar, 4.6 cu ft. 1.54 


$19.14 

Or close to 20^ per square foot, all depending upon local prices for 
both material and labor. No hoisting. 

Here it may be well to note that “25 ft per hour” is not found in 
Table 1. The cost for any number not shown is easily found by 
dividing the total per hour by that number, in this case $1.80. 
Carried out far enough the answer is $7.20, for as 24 gives $7.50 
it is clear that 25 must be close to it. A still easier method is to 
use 24 at $7.50, a difference on only 300 per 100 sq ft. Owing to 
various factors the figure might run to $8.57 or $6.67, on either 
side of the 24 column. In this valuation work there is no use 
making a pretence of mathematical accuracy. I was once set 
down alone in two railroad yards with perhaps a million dollars 
worth each of buildings to be valued; and two fine passenger 










FIREPROOFING 


361 


stations worth then about $750,000 of detailed special work. What 
is to be done when a limited time is set to get a fair idea of values? 
A good deal of work must be done on wholesale and not retail lines. 
It was. Several car loads of ornamental iron were “wholesaled” 
on one building at a figure that would have shocked the manu¬ 
facturer, as was found from his original bid when it finally came. 
Other items averaged up matters and buried this sorrow. The 
motto that suits an appraiser is, “Do your best and leave the rest,” 
with the certainty that when the lawyers get the summaries of the 
physical valuation they will add from 10 to 50 per cent to it, and 
so make quibbling look as silly as it really is. 

Steel Sash and Doors 

In buildings of fireproof construction, and in many others, such 
as machine shops and roundhouses, steel sash and windows are 
used in place of wood, both for fire protection and wearing qualities. 

The cost of the fixed fight sash runs from 21^ to 30^ per square 
foot, at Detroit without freight allowance, and from 30^ to 45j£ 
for the ventilated. The number ordered of stock sizes has some 
effect upon the price, as with all building work. These prices do 
not include glass, or erection. The best glass size is 14"X20". 
The price depends upon the kind selected. Hardware is included 
with the price per square foot. 

The erection costs about 8^ per square foot on the basis of $1 
per hour for tradesmen and 60^ for laborers. 

The labor of glazing comes to 10^ or 12^ per square foot, including 
the putty. Each square foot of sash requires about \ lb of putty. 
The rabbets are deep. The sash gets one coat of paint before being 
shipped. The finishing coat, or coats, has to be allowed for,—$1 
per yard per coat. 

Factory ribbed glass may run from 15 to 18j£ per square foot 
unset. Some kinds might run from 20^ to 30j£ per square foot. 
See Glass chapter. 

For freight purposes the various types of sash, unglazed, range 
from nearly 3 lbs to 5 lbs per square foot. 

Hung Windows. The foregoing is for the large sash used in 
warehouses and workshops, and sometimes taking up as much as 
80 per cent of the wall space. Ordinary windows hung are in a 
special class apart from the large ones. The price may run from 
75j£ to $1.50 per square foot, delivered at job, unglazed. Installation 
from 15^ to 25^ per square foot extra. Glazing as for others, 
according to quality of glass. 

The Dahlstrom windows are made for about $1.75 per square foot 
with glass supplied but not set. Pivoted windows, $1.20. The 


262 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


labor on setting frames and installation is put at about 10 per cent 
more than for wood. These prices are for quantities from 25 up 
to 100. 


Jambs and casings two sides, ordinary sizes. $ 24.00 

Doors per square foot from. 75^ to S2.00 

Transom above complete, extra. $ 15.00 

Base mold per 100 ft. 52.00 

Chair rail per 100 ft. 29.00 

Picture mold per 100 ft. 33.00 

Glass partitions, no glass included, per 100 sq ft. 260.00 

Wainscoting per 100 sq ft. 195.00 


The foregoing primed only. For enamel add 10 per cent for 
straight work and 15 for moldings, etc. Partition and wainscoting 
about 6 per cent. 

Installation, 2 carpenters will erect in 8 hrs 3 doors on wood 
bucks, and 2 on metal; 150 ft chair rail or picture mold; 100 ft 
base mold, 250 sq ft partition, 75 sq ft wainscoting. 

Steel Buildings. Several companies are now making steel build¬ 
ings of standard sizes ready for erection. Without freight, at 
Detroit or Youngstown, Ohio, allow about SI.60 per square foot 
erected. They are of a low type so framed that they can be dis¬ 
mantled for use at any point. 

The following list from Knapp Bros. Mfg. Co., Chicago, gives a 
fair idea of the fireproof inside finishing that is becoming popular. 
The work is all supposed to be erected in place, fittings included. 

Metal Cove Base, per linear foot: 4 in, 20 gauge black iron and 
grounds, 41 6-in, same, 51^. 4-in, No. 20, galvanized, 45 j£; 

6-in, No. 18, galvanized, 65j£. 4-in, No. 18, black, 54^. 

Flush Door and Window Casings, per linear foot in place: about 
3'X7' size: 20 galvanized and 24 mold, 30^ down to 15^ for some 
styles. 

Window Stool, 4'X31", $2.85. 

School Chalk Trough, 36^ per linear foot. 

Galvanized Iron Chair Rail, 39^. 

All material with one coat of paint. 

Asbestos lumber as made by Johns-Manville or Keasbey and 
Mattison may be included in fireproof work. In general, the list 
price is 15^ per square foot for f-in thick, 22£ for 30 for j-in, 
and so on, adding 15j£ for each | in additional. Discount about 
20 per cent. 

For labor on plain walls allow from 9 to 12 squares per 8-hour day 
for two carpenters. For extra long plain walls, 10 to 12 squares. 










FIREPROOFING 


363 


Ambler Asbestos Building Lumber 

Standard sizes of sheets, 42"X48" and 42"X96"; 
thick. Color, Newport Gray. Sheets | in thick are 
most purposes. 


| in thick. 15j£ sq ft. Approx, weight, 

^ in thick. 22.5j£sqft. Approx, weight, 

I in thick. 30^ sq ft. Approx, weight, 

f in thick. 45^ sq ft. Approx, weight, 

\ in thick. sq ft. Approx, weight, 

| in thick. 75^ sq ft. Approx, weight, 

| in thick. 90^ sq ft. Approx, weight, 

| in thick.$1.05 sq ft. Approx, weight, 

1 in thick. 1.20 sq ft. Approx, weight, 


Corrugated sheathing 25^ per square foot. 


I in to 1 in 
too thin for 


1£ lbs sq ft 
2 lbs sq ft 
2f lbs sq ft 
4 lbs sq ft 
5^ lbs sq ft 
6 f lbs sq ft 
8 lbs sq ft 
9£ lbs sq ft 
lOf lbs sq ft 











CHAPTER X 


PLASTER 

Use of the Tables 1 to 8. Wages are arranged to suit any period. 
Lathers, for example, never get below 30^ per hour or above $1.30; 
when they do, as perhaps in dull times in small villages for the low 
rate, and in war times for the high, the cases are so few as to be 
negligible for practical valuations. Extremes of yards per man per 
hour are also given. 

In getting at the cost of lathing the appraiser may examine a 
part of a building and set the usual allowance of 12f yds per hour 
per man for labor. The 12 column in the table is close enough. 
If wages were 40^ each yard cost 3.34^, or $3.34 per 100; but if 
wages at the period of erection were $1.10 the rate per yard would 
be 9.17j£; and 70j£ wages would give 5.84, or 6f£, as a contractor 
would call it, for the decimals in the table would in such cases be 
disregarded. 

On prong studs the metal lath is set at only 3 yds; in such a case 
the 3 column is taken instead of the 12, and at 90^ wages each 
yard costs 30?i for labor alone. On the plainest work with long 
stretches a possible 20 might be done: the 20 column is taken and 
at 40^ wages the rate is per yard, and at $1.20 "war rates, 6^. 
If only 1£ yds can be done in an hour divide the 3 column rate 
by 2; if 9 yds are set, as with the average plaster board, add the 
8 and 10 columns and divide by 2. 

The number of yards being set after examination and the wage 
rate found, the labor is settled for wood or metal lath or plaster 
board. 

Plaster. The labor on plaster is found in the same way, either 
by the single coat or complete. In Table A, for example, the 
ordinary kind of scratch coat work is set at 17 hrs for 1 plasterer 
and 1 laborer; in Table 4 the figures are for 1 and 1. The difference 
for 1 yd is so small that odd numbers were not considered necessary, 
and to get the 17 rate 16 plus 18 in Table 4 can be divided by 2 
according to the wage rate selected. The brown coat at 125 yds 
is so close to 16 this figure may be used; and the white coat at 
100 = 85 per hour, but Table 2 has to be used for this part, as the 
laborer’s time is only half of the plasterer’s. 

364 


PLASTER 


365 


Setting wages at 80^ and 40^ the 17-yd scratch coat comes to 
$7.09 and the 16-yd to $7.50; the yds per hour comes to $11.80 = 
a total of $26.39 for labor, or 27^ per yard in close enough figures, 
at the wage rate selected. Odd figures are shown in this illus¬ 
tration, but as a practical matter an experienced appraiser soon 
makes them even and forgets decimals, in running down a column 
for the total. 

Quite often the total may be found as easily as the separate 
coat. In the case given 136 and 125, for scratch and brown, in 
Table A, may be added and divided by 2, for plasterer’s and 
laborer’s time are the same, and thus 130 suits for 8 hours = 16 yds 
per hour, decimals being unknown as too trifling. Doubling the 
16 column rate at 80j£ and 40^ equals $15, instead of $14.59, or 
-■roi per yard of difference. But accident, bad weather, waiting for 
material, or other cause or causes may cut the 136 down to 111 and 
the 125 to 93. Then how does the look? 

Or take the best class of exterior work in Table C: 80 and 85 = 165, 
or an average of 82^ yds in 8 hrs = 10.3 yds an hour. The greater 
the number of hours the less is the rate, so that from the practical 
standpoint, the 0.3 would be discarded and 10 only taken. As 
this work also is for 1 and 1, Table 4 has to be used. Running 
down column 10 to 80?f and 40j£ and doubling for the two coats we 
find that the rate is 20^ per yard. Of course, any wage rate may 
be used as well as 80^ and 40^. 

Using rough cast and the best class of work the number of yards 
is close to 4 with 1 laborer to 2 tradesmen. Table 2 at 4 yds gives 
25^ per yard = a total per yard for labor alone of 45^. 

Big Doings. Table 5 gives figures as high as 28 yds per hour 
for 1 plasterer, and as this means a good deal of material on the 
heavy coats, \\ laborers are allowed to 1 plasterer. If a valuator 
upon inspection thinks this allowance can be made the table is 
ready—but it is far more than an average hour’s work. The 
following figures are nevertheless given from the Gypsum Company: 

“In plastering Pyrobar tile a plasterer can do 150 yds a day”— 
which is close to 19 yds an hour. “A plasterer will apply 
175 to 200 yds per day of gypsum cement plastfer, to wood lath. 
This on double back work, scratch coat and brown coat being 
applied at the same time.” 

“On Sackett plaster board a plasterer will apply 225 yds gypsum 
plaster per day. The lather who can apply 100 yrds of wood lath 
in a day will do between 125 and 150 yds of Sackett board at the 
start, and later on 200.” All of which shows that Table 5 may 
be used for “slugging” work, but not as a steady allowance. 


366 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Material 

Wood Lath. The table shows the great difference in numbers 
required,—1,475 to 3,660. For average work 1,500 lath at $12 
per M. = 18f£ per yard. But with Kellastone and an |-in spacing 
1,700 are required = 20^. Extra time has to be allowed for the 
narrow lath. 

Metal Lath may be 28^ near the factory for the cheapest kind, or 
50j£ for the best where freight counts. Use local figure and allow 
4 to 5 per cent for waste. 

Plaster Board may run from 3^ per foot to 6§^ A local price 
must be had. 

Caen Stone may be allowed for labor at 5 yds per man with 
1 laborer to 2 plasterers. This comes under Table 2. For some kinds 
of surfaces 1| yds or even less might be an hour’s work. If 1 yd 
is considered enough divide the 3 column by 3; if If, divide by 2. 
On columns, pilasters, short stretches and angles allow from 1 to 
If yds per man per hour, blocking into squares. 

The material costs about $2.40 per 100 lbs, and at f in thick, 125 lbs 
covers 11 yds. This means for the finish coat only, and must be 
added to the other coats on wood or metal lath or masonry, as 
may be. If \ in finish is used double the $-in allowance of about 
30j£ per yard for f in. 

Compo Board material, 7 i per foot; Cornell board, 5j£; Upson, 
4j^f. Allow labor as set forth elsewhere. 

Blackboard Plaster. After allowing the regular price for all work 
except the finish substitute a mixture of f lime paste, £ fine white 
sand, | plaster of Paris and enough lampblack to color and put 
on like white finish. Add approximately 25^ to 30^ per yard for 
this work. 

For Scagliola allow $1 to $1.20 per square foot finished on plain 
work; and for columns, pilasters and special work, $1.50 to $2. 


Plain Caen Stone Work per 100 Yards 

Metal lath, 105 yds at 40^. $ 42.00 

Labor on lath 10* yds per hour at $1.10. 11.00 

Staples, 16 lbs at 10j£ for 12-in centers. 1.60 

2,200 lbs hard wall plaster for scratch and brown coats, 22.00 

3 yds sand. 8.00 

Labor, 16 yds per hour at $ 1.20 and 60ff, Table 4, for 2 coats. 22.50 

Water. 0.15 

Caen material, f in thick. 30.00 

Caen labor. 30.00 


$167.25 










PLASTER 


367 


Labor on Lath 

Metal Lath. For plain work in ordinary rooms, 12 yds per man 
per hour. On long stretches from 16 to 18. In small rooms, 
closets, under stairs, and such places 6 to 8 yds per hour. Around 
beams, circular work, and such special installations, 3 to 4 yds 
per man per hour. With some kinds of ornamental beams and 
cornices 1£ yds per hour, and even less. All on the basis of nailing 
to wood in the ordinary way. 

On metal studs of the prong kind or for wiring allow per man 
per hour 3 to 4 yds. This does not include the setting of studs. 
For ordinary ceiling heights of 9 and 10 ft allow 4 studs per man 
per hour, or at 12-in centers about 4 yds per man. Unless the 
ceiling is of extra height a few feet do not make so very much 
difference, for the labor of fastening at top and bottom and plumbing 
is about the same. 

Metal lath on suspended ceilings 40 to 30 hrs for 1 man to 100 yds 
as an average, or 2| to 3^ yds per hour. This is on the basis of the 
lather putting up the framework, and for large spaces. For some 
work 4 yds would be done. In small rooms and closets 1£. 

An approximate valuation would allow from 7 to 10 lbs per 
square foot for the framework of a ceiling of this kind, not including 
metal lath. 

On metal lath outside work 12 yds to 15 per man per hour for 
ordinary walls, and 6 to 8 in small gables and corners. Cornice 
soffits, long, plain, 7 yds. Ornamental work 1 to 2 yds per man 
per hour. 


Wood Lath 

For the standard lath 1|"X4' allow 100 yds per man per 8-hr 
day on ordinary work. This is 12£ yds per hour. On long 
stretches 15 to 18 might be done, and in closets and such spaces, 5. 

For valuation purposes the figures on metal lath may be used 
for wood also. There are some kinds of lath that take extra time, 
but a valuator who looks at a finished ceiling is not supposed to 
know what length or width was used. The 32-in takes a little more 
time than the 48-in, the 1-in than the l|-in, and the Kellastone is sup¬ 
posed to be set at a spacing of | in instead of the ordinary about i 5 * in 
to f in. Studs or furring strips may be 10-in, 12-in, or 16-in centers, 
and this makes a difference; 12 \ at 16 in would be reduced to 
10 per hour at 12 in; and the same at H would come to between 
8 and 9 at 1 in. 

Plaster Board. As an average for ordinary work allow 9 yds 
per man per hour. Some of the manufacturers give 14 for plain 


368 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


work, and one record is set at 17, but 9 to 11 is a fair standard, 
and half of this in closets and small spaces. This does not include 
joint strips which may be set extra at 30 to 50 lin ft per hour. 


Plaster Labor 

Quality. The average house, store, church, or school is not 
plastered in a first class manner, but good average work is done 
and that is all that is expected; the best work is insisted on in 
city halls, courthouses, fine residences and office buildings. In the 
following tables the average yardage is given under A and the 
allowance for the best class under B. All openings are deducted. 


TABLE A 

Plaster Table Showing 8 Hours’ Work for One Tradesman 



Scratch 

coat 

Brown 

coat 

White 

coat 

Sand 

finish 

Keene’s 

cement 

A 

B 

A 

B 

A 

B 

A 

B 

A 

B 

Yards. 

136 

125 

125 

115 

100 

75 

85 

65 

60 

50 

Plasterer’s hours. 

8 

8 

8 

8 

8 

8 

8 

8 

8 

8 

Laborer’s hours.. 

8 

8 

8 

8 

3| 

3§ 

4 

4 

4 

2 


Blocking. The last column of the allowance under Keene’s 
cement, and such hard plasters for wainscoting, is for dividing into 
blocks. 


TABLE B 

Plaster Table Showing 8 Hours’ Interior Work for One 
Tradesman with Portland Cement Mortar 



Scratch 

coat 

Brown 

coat 

Surfacing 

Blocking 

A 

B 

A 

B 

A 

B 

A 

B 

Yards.. 

90 

80 

82 

75 

60 

50 

55 

45 

Plasterer’s hours. 

8 

8 

8 

8 

8 

8 

8 ' 

8 

Laborer’s hours. 

8 

8 

8 

8 

3 

3 

2 

2 
































PLASTER 


369 


TABLE C 

Plaster Table Showing 8 Hours’ Exterior Work for One 
Tradesman with Portland Cement or Hard Plasters 



Scratch 

coat 

Brown 

coat 

Float 

finish 

Rough 

cast 

A 

B 

A 

B 

A 

B 

A 

B 

Yards. 

90 

80 

82 

85 

45 

35 

40 

30 

Plasterer’s hours. 

8 

8 

8 

8 

8 

8 

8 

8 

Laborer’s hours. 

8 

8 

8 

8 

4 

4 

4 

4 


Gables. These allowances are based on average work and sur¬ 
faces. In some gables and corners from a half to a third only might 
be done. 

Average Quantities Required 

Lath. The waste in metal lath is not very much, as it bends 
around all corners. Allow per 100 yds 104 to 107. If the lengths 
suit there should not be more than 107 even around beams and 
such special work. See under Small Plaster Extras for nails and 
staples. 


TABLE D 
Wood Lath Table 


Length in inches 

Width, 

inches 

Spacing, 

inch 

Number to 

100 yards 

48 

11 

| 

1,475 

48 

H 

1 

4 

1,590 

48 

H 

1 

8 

1,700 

48 

l 

3 

8 

2,000 

48 

l 

i 

2,220 

48 

l 

i 

2,440 

32 

H 

f 

2,200 

32 

1 £ 

i 

2,370 

32 

n 

£ 

2,540 

32 

1 

f 

3,000 

32 

1 

1 

4 

3,330 

32 

1 

i 

3,660 
























370 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Plaster Board. There is little waste with this material if the 
ceiling height suits. An allowance of 4 per cent should cover if 
studs are set right and if lengths suit. Add 10 to 12 lbs of nails, 
per 1,000 sq ft. 

Plaster on 100 Yds. 

Plymouth Rock. This Iowa brand requires for 100 yds 900 lbs 
for 2-coat work, with 150 lbs of finishing for the putty coat. This 
for wood fiber plaster, and on wood lath; for masonry walls, 600 
to 900 and 150 lbs finish. With f-in grounds and j-in key allow 
1 ton for 120 to 140 yds. Some surfaces take twice as much as 
others. 

For finish any one of four Plymouth brands will cover 100 yds 
with 100 lbs mixed with two parts of lime putty. Or 4 sacks of 
prepared sand finish. 

Plymouth exterior stucco, 1 in thick, requires 1 ton for 50 to 
65 yds on wood lath or plaster board, and the same for 40 to 50 
yds on wire lath. 

Exterior Plaster. For 100 yds on metal lath the Atlas allowance 
is at 1 in thick, 10 bbls Portland cement for 2-coat work and 
4§ cu yds sand; 2 bbls white cement for finish coat and f cu yd 
white sand; on the basis of 1 cement to 3 parts sand. For a 2-in 
partition double the quantities. 

Kellastone Covering Capacity. One ton covers from 55 to 60 
sq yds. Thickness, \ in. Brick walls, 65 yds may be covered if 
they are straight. The surface has always to be considered, as the 
figures are only approximate, and as a manufacturer’s average. 
Openings not deducted. 

TABLE E 

Number of 100-pound Sacks to 100 Square Yards on 


Wood lath 

Metal lath 

Plaster board 

Brick or tile 
walls 

American 
gypsum block 

9 to 11 

17 to 20 

8 to 9 

16 to 17 

10 to 12 

Sanded 

Sanded 

Sanded 

Sanded 

Sanded 

2 to 1' 

2 to 1 

2 to 1 

3 to 1 

3 to 1 


Extras. If extra thickness is wanted, as with solid partitions on 
metal, for example, the quantities may easily be had in proportion 
to the table. As a rule, manufacturers are apt to keep the allowance 
down as low as possible. 

Varying Thickness. Another standard table is listed as a com¬ 
parison : 










PLASTER 


371 


TABLE F 

Number of Square Feet of Wall Surface Covered per Sack 
of Cement, for Different Proportions and Varying 
Thickness of Plastering 



Materials 

Total thickness of plaster 

Pro¬ 

portions 

of 

mixture 


Cubic 1 
feet 
sand 


.s 

f in 

1 in 

1£ in 

\\ in 

Sacks 

cement 

Bushels 
hair * 

Square 

feet 

covered 

Square 

feet 

covered 

Square 

feet 

covered 

Square 

feet 

covered 

Square 

feet 

covered 

1 : 1 

1 

1 

l 

8 

33.0 

22.0 

16.5 

13.2 

11.0 

1 : 1* 

1 

H 

1 

8 

42.0 

28.0 

21.0 

16.0 

14.0 

1 : 2 

1 

2 

1 

8 

50.4 

33.6 

25.2 

20.1 

16.8 

1 : 2 \ 

1 


1 

8 

59.4 

39.6 

29.7 

23.7 

19.8 

1 : 3 

1 

3 

1 

8 

67.8 

45.2 

33.9 

27.1 

21.6 


* Used in scratch coat only on lath. 

Note. These figures are based on average conditions and may vary 10 per 
cent either way, according to the quality of the sand used. No allowance is 
made for waste. 


Thick Partitions. For If in to 2 in allow 4,300 lbs of hard wall 
plaster, 4 yds sand, and 200 lbs white finish. 

Two-coat Work. Allow 1,050 lbs of hard wall plaster and 100 lbs 
finish, on wood lath. 

Three-coat Dry Work. Allow 1,600 lbs of hard wall plaster and 
100 lbs white finish, on wood lath. 

Three Coats on Metal Lath. Allow 2,200 lbs. hard plaster and 
100 lbs. finish. 

Sand. For two-coat work on wood lath or straight masonry 
walls allow 2 yds; for three-coat work on metal lath allow 3 cu yds. 
These area trifle high, which suits for valuation. 

Lime. If this is used for a white coat allow 2 bbls to 100 yds, 
or 150 lbs of plaster of Paris. 

The old style of finish was by line. Allowance for 100 yds: 
3£ bbls lime, \\ to 2 yds sand, 2 bu hair, 100 lbs plaster of Paris. 


















372 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE G 

Prices at $1.00 per Hour, with Profit 

Per yard 


Two-coat work (white finish) on wood lath. $0.85 

Three-coat dry (white finish) on wood lath.95 

Three-coat dry (white finish) on metal lath. 1.35 

Keene’s cement (white finish) on wood lath. 1.00 

Keene’s cement (white finish) on metal lath. 1.40 

For sand finish add.08 

For work on brick or tile deduct from wood lath price.10 

Without finish coat deduct. 15 

For back plaster on wood lath.80 

Sackett board, brown and white coats. 1.00 

Pure or “Neat” Portland cement work, metal lath, on gables 

(reasonable quantities). 2.50 

Neat Portland on plain walls, metal lath. 1.75 

Blocking to represent tile in bath rooms. 2.50 

Keene’s cement base, 10 in linear foot.35 

Portland cement base, 10 in.40 

Plain plaster of Paris molds per inch of girt.15 

Metal lath on steel prong studs, plaster If in thick measured 

on one side only (no studs). 3.20 . 

For heating allow.;.. .07 

Rough coat behind wainscot on wood lath.65 

Compo-board, material only.60 


Above prices are based on solid work, that is, openings deducted, 
but contractors’ profit included. 


Small Plaster Extras 

Water. This item is not included in any of the summaries of 
cost. The price differs in cities. In some the rate is 15^ per 100 
sq yds for the ordinary thickness. 

Heat. In making an appraisal the finished plaster is seen. It 
may have been on the wall a quarter of a century, and the season 
of the year is not considered. In the time of ordinary wages and 
prices of coal an allowance of 3j£ to 4^ extra per yard was often 
made for heat, but war prices were twice as high. 

Nails. Allow 10 lbs of 3d nails at about 7^ per pound, for 
100 yds; and about 40 per cent extra if the narrow lath is used. 

T his for 16-in centers; with 12-in centers from 12 to 13 lbs for the 





















PLASTER 


373 


wide lath, and 40 per cent more for the narrow. With 70^ in the 
first case this is less than a cent per yard; and even the narrow 
lath at 12 in comes to only l£j£ per yard. The short or 32-in lath 
requires more nails than the standard 48, but even with this, 12-in 
centers, and narrow lath, nails will not run to more than 1 per 
yard. 

Staples. Metal lath is stapled on, but some of the manufacturers 
are in favor of nails bent over. Allow 12 lbs of staples per 100 yds 
for the 16-in, and 16 lbs for the 12-in centers, at 10^ per pound. 
Approximately, to per yard. 

Hair. Where used to the old extent of 2 bu to 100 yds the cost is 
about 2ff per yard, or $1 per bushel. The labor of mixing is included 
in the general figure. 

A Few 1923 Prices. Metal lath from 31^ per yard to 410. Short 
wood lath, $6; 48-in, $11 per 1,000. Portland cement, $3.20 
per barrel; Keene’s cement, per sack, $1.30; lime, $2.20 to $2.95 
per barrel of 200 lbs; plaster per sack of 100 lbs, $0.86; molding 
plaster, $1.05; hair, $1 per bushel; sand, $2.35 per ton; Sackett 
board, $40.00 per 1,000 ft, f in; Bishopric stucco board, 5|j£ to 
per foot—high price is creosoted. 


Cornices 

On the wage basis of $1 per hour for plasterer and 60^ for laborer 
allow as follows for the finishing work of straight cornices. For 
6-in girth per linear foot, 400; 9-in, 60^; 12-in, 700; 16-in, $1; 
24-in, $1.50. For wider cornices allow by the square foot price 
on the foregoing basis: For separate moldings make a separate 
allowance. The usual style of egg and dart molding runs to about 
20j£ per foot. For circular cornices multiply by 4; for elliptical, 
by 6. 

The foregoing figures are on the basis of all rough work being 
included with the ordinary plastering, and are thus for finishing 
only. 


Ornamental Plastering 

Prices on Cast Work. Plasterers usually buy egg and dart and 
such work already cast, and have only the labor of setting. A few 
prices on a 1923 basis are given here for material unset: Discount, 
as for capitals: 


374 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE H 


Size, inches 

Pi ice per foot 

Size, inches 

Price per foot 

2£X2i 

30^ 

1£X2 

to 

o 

1 X f 

12 

\ 

8 

!Xlf 

30 

IXlf 

20 

|X4f 

50 

1X5* 

50 

| X13 X14 wreath 

50 

4 X2i 

36 

3|X3£ 

38 

2j X12 

60 

1 X12 

70 




The particular mold of this flat work does not matter so very 
much, as the soft material fits into any form. 

Rolls for arches: 

6"X13".$1.00 2" X 7. $0.40 

9"XH". 1.60 3£"X14". 1.20 

Frieze Ornaments. On 50 designs less than | in thick by 4 in to 
12 in high the undiscounted prices run from 10^ per foot to 30<£; 
from 14 in to 18 in, 50^ to 80^. 

Torches. 1 in to 20 in, $1.30; 8^X4' 7", $5; 5"X37", $2.50. 

Wreaths, Ovals, Festoons. U"X21"X6', $6; £"X6'X6', $6; 
f'X25"X20" $2; f"X4' 5"X4' 7", $12; f-in festoon by 8"X28", 
$1.50. 

Comer and Center Ornaments. Corner, 1"X4'X4', $9; 

£"X3'X3', $6; f ,, X22"Xl7 ,/ , $2, center. 

Rosettes. H"X15"X30", $3; 1|"X16"X16", $1.30; square 
center, U"X4' 6"X4' 6", $20; f'X28"X28", square, $4; £"X4'X4', 
semicircle, $5. 

Centers. 2£"X4' 10" radius, $30; f"X31" diameter, $6; 

i"Xl8", $2; f"X48" diameter, feathery style, $14. 

Wreaths. 6"X12"X7' diameter, $24; 4"X4'2" diameter, $9; 
2"X6' diameter, $12. 

Festoons. 1-in relief, 12 in to 20 in deep, 3 ft to 4 ft long, $2 to $4 
each, not counted. 

Friezes. A large number 1-in to 2-in relief, 12 in to 24 in high, 
per linear foot, 60^ to $1. Coves about the same. 

Balcony Fronts. From 21 in to 30 in high, $1.30 to $2 per linear 
foot. 
















PLASTER 


375 


Cornices. These are the cast kind—not run in place. With pro¬ 
jections of 5 in to 9 in, and heights of 12 in to 20 in the undiscounted 
prices run from 75<£ to $1.20 per foot unset, as all this cast work is. 
One pattern, 15 in high by 20-in projection, $1.50. 

Pilasters and Columns. For 3-in relief, 18 in wide by 6 ft high, 
$15; 2-in relief, 4 ft high by 9 in wide, $4. 

Panel Work, Large. Per square foot, 70^ to $1. 


Labor on Cornices 

Average rooms are assumed. Long stretches are easier to put 
in place than short ones with many miters. 

The material is all cast as shown and set in place as if of wood. 
The joints are carefully filled at the ends and along the wall and 
ceding. The time is given for one plasterer and one laborer on the 
basis of linear feet. 


TABLE I 


Labor Time on Labor Time on 

Cast Cornices Pilasters and Paneling 


Size, 

inches 

Plasterer 

hours 

Laborer 

hours 

i 

Linear 

feet 

Size, 

inches 

Plasterer 

hours 

Laborer 

hours 

Linear 

feet 

8X16 

8 

3 

40 

20 in wide 

8 

3 

40 

5X12 

8 

3 

50 

20 in wide 

8 

3 

35 

15X20 

8 

3 

20 

16 in wide 

8 

3 

45 

9X20 

8 

3 

30 

9 in wide 

8 

3 

70 

7X16 

8 

3 

40 






Labor on Ornamental Plaster 

General. Where there are flowers and ornamental work on half 
capitals and brackets going against the wall, add about a third 
extra time for plasterer only to that given for straight work in the 
table. Where there are many capitals and brackets to set deduct 
a fourth of the time in the table. Time is given for one plasterer 
and one laborer on one piece. 



















376 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE J 

Labor Table on Capitals Labor Time on Brackets 


Sizes, 

inches 

Plasterer 

hours 

Laborer 

hours 

3X4 high to 
6X10 

3 

1 

2 

7X10 to 
12X18 

4 

h 

13X20 to 
18X26 

5 

* 

19X27 to 
24X36 

6 

3 

4 


Sizes, 

Plasterer 

Laborer 

inches 

hours 

hours 

3X3X12 to 



8X7X7 

3 

X 

2 

9X18X10 to 



16X14X17 

i 

4 

i 

1 

2 


TABLE K 

Labor Time on Flat Wall Panel Strips and Moldings 

£"X2"tof"X5". 8 3 100 ft 

3"X3" to 4"X7". 8 3 100ft 

rxf tol"X2", 2"X2". 8 3 150 ft 

Center Piece, 41-in diameter, 6 hours for plasterer and 2 for 
laborer. 

Center Piece, 24-in diameter, 3 hours for plasterer and 1 hour for 
laborer. 

Clock Ornament, 8'X4', 12 hours for plasterer and 4 hours for 
laborer. 

Festoons, 3' X18", 4 hours for plasterer and 1 hour for laborer. 

Festoons, 4 ft to 5 ft 8 in, light work, 3 hours for plasterer and 
1 hour for laborer. 


Composition Capitals and Brackets 

Number Listed. In the standard catalogs each column and 
pilaster capital has 28 different sizes, most of the columns from 3 in 
diameter by 4 in high to 24 in diameter by 36 in high. The pilasters 
from 3 in wide by 4 in high to 24 in by 36 in. There are 32 styles 
represented, which multiplied by 28 different sizes of each means 
896. The same applies to the pilaster capitals. 

Material. Capitals and brackets are made in three different 
materials: (1) Exterior composition, weatherproof; (2) Interior 















PLASTER 


377 


composition to match any wood; (3) Fibrous plaster for interior 
plaster finish. No. 2 costs 50 per cent more than No. 1. 

Measurement. Capital, height over all; diameter, at neck of 
column; width, at neck of pilaster. 

Prices. Pilaster capitals which are one-half or less of a full 
square capital are one-half the price of a full column capital. If 
more than one-half the price is the same as a full column capital. 

Average. The prices for 27 sizes are given in the accompanying 
table, and they apply to all styles inside of such sizes. They are 
based for Nos. 1 and 3; for No. 2 add 50 per cent. 

Lower Heights. The last column in the table is for capitals of 
columns and pilasters of less height than in the second column, 
but of the same width. The prices are lower for the small sizes, 
but not so much different for the large ones. The prices are based 
on the illustration Modern Ionic, and pilaster of same style. Some 
styles of the low capitals are cheaper. Most of the low capitals 
are entitled Modern Ionic. Two are shown. 

Illustrations. A few are given out of a score of typical capitals 
of the heights given in the table. 

Bases. For cast plain ones allow half the cost of the ornamental 
capitals. For setting see labor on capitals and allow one-half. 
For labor complete on a 12-in round column allow 16 to 24 hrs for 
1 man. Molded work, not cast, but worked on job. 


TABLE L 

Column and Pilaster Capitals: Discount in 1923, 30 per cent 


Diameter, 

inches 

Height, 

inches 

Price, each 

Lower 

Height, 

inches 

Price, each 

3! 

51 

$2.15 to $2.70 

3 

$2.10 

41 

7 

3.30 “ 4.15 

3* 

2.60 

51 

7| 

4.00 “ 5.00 

3i 

3.50 

6! 

10 

3.85 “ 4.80 

4 

3.90 

8 

12 

4.85 “ 6.00 

5f 

5.25 

9 

13| 

5.90 “ 7.30 

61 

6.75 

10 

15| 

6.55“ 8.15 

7 

9.00 

12 

18 

8.30 “ 10.40 

81 

11.90 

14 

21 

10.40 “ 13.00 

81 

15.00 

16 

23 

13.00 “ 16.25 

10 

18.00 

18 

26 

15.30 “ 19.00 

HI 

19.00 

20 

29 

19.65 “ 24.55 

13 

22.00 

24 

36 

30.50 “ 38.00 

161 

28.00 












Fig. 52. —Modern Ionic Column Capital 



Fig. 53.—Modern Ionic Pilaster Capital. 



Fig. 54. —Modern Ionic Column Capital. 
378 











Fig. 55. —Modern Ionic Pilaster Capital. 



Fig. 56. —Modern Ionic Column Capital. 



Fig. 57. —Modern Ionic Pilaster Capital. 


379 

















380 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


BRACKETS 


These are of many styles and sizes. As a fair average the illus¬ 
trations A and B are given and priced. 


TABLE M 

Bracket A: Discount 1923, 30 per cent 


Face 

width, 

inches 

Abacus 

width, 

inches 

Projec¬ 

tion, 

inches 

Height, 

inches 

Price 

Face 

width, 

inches 

Abacus 

width, 

inches 

Projec¬ 

tion, 

inches 

Height, 

inches 

Price 

3 

3! 

3 

12 

$ 

3.75 

7 

8! 

7 

24 

$ 

5.40 

4 

5 

4 

14 

4.15 

8 

10 

8 

28 

5.85 

41 

51 

41 

17 

4.60 

101 

12 

101 

32 

8.35 

51 

61 

51 

20 

5.00 







TABLE N 

Bracket B: Discount 30 per cent 


Face 

Abacus 

Projec- 

Height, 

inches 


Face 

Abacus 

Projec¬ 

tion, 

inches 

Height, 

inches 


width,' 

inches 

width, 

inches 

tion, 

inches 

Price, 

width, 

inches 

width, 

inches 

Price 





s 





$ 

3 

4 

2f 

31 

1.80 

12 

14 

9 

12 

4.00 

4 

51 

31 

41 

2.00 

14 

151 

12 

151 

5.00 

6 

71 

51 

7 

2.30 

16 

18 

14 

171 

6.00 

9 

12 

13f 

13 

3.10 



































PLASTER 


381 



Fig. 58.—Bracket A. 


















382 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 




M 02 

3 - 


M & 


I Cl IN IN CO 00 lO >C 


«<NNCOCOTfiTtli'iiOlO 


r-nMMCOCO^TfiOiOCOcO 


iflN»MTfiOiS®<CN 


i<MOOCOTf‘U5>-OCO^tv.X 


<N<NCO-+iO»Oi©t^l>00» 


itoscoaoo 


COT)(iCtONXOO>-iNm 




0P3©0«®0»®0« 


02 

P 


% 


>< 


O 

o 


« 

H 

PM 

P3 

CM | 


Number of yards finished per hour by 1 man per coat or complete 

1 

« I 

05Coeot^t^'-"-i«0‘000'^ 

O®rt®HNNNN00M0C-«. 

NNCCeC'tfTfilOlOCOCOb-t^^H 

IN 

IN 

O 

N 

«NHClOil i Oi(»(NHffli(5 

N00'^OiCH®N0C^ffi>0 

N(NcoTj<Ttu7iiococor»r»x^ 

OiO'OCOiOiOOOiOiOO 
•Oi—it'*Tf<OCDlN05*C' — 

NCO«Tj‘iCU5ffl®NOOOOC)2 

X 

QOONa®OCIiCN^®MiO 

NiOH«HOINO)0«lON't Hi 

NCOrr-'S-UOCDCDr-XOO'jO^ 

1 91 

co-^o;oiot>.<Niroxo5rr»c 

HO)®iCOlOOC®MHO)N^ 

coxT»<i-ocor^t^xcjOCi-iI5 


r^o«CJioi>cocc(Nicoco 

iCiOCCNHOffiXN®®^^ 

coThuocob'XWOsO^iNeoJS 


MOiCM’M'lNINOOaOlN 

--H(NiNCOCO'5rTj‘U5iC»C‘C5D.^ 

Tfuocot^xaot-jcicoTjjjo^J 

1 01 

ooooooooooco 

OMiCXOMiOXOmCM^. 

iotor^xo--iiNcoiC5Ci>x^ 

oc 

ICXCCOOWCCICIOQOOOO 

C'lXWOLOHCNNMXiC^ 

®Nc-MNr , ®N(XC'-<ci:« 

hhhhhhNNN” 

<0 

Tf*C»ONNCQWOCNN^ 

CCiO(NCCOXXOOriHCC^ 

MOCWCXOMiCSOHr; 

hhi-hhCIOONMW” 

iO 

oooooooooooo 

000®0®C®0®0®^ 

O(N»CI^O(N»0r-O(N»Ct^S 

HHHHlMINOINnKMM J 

rH 

O»c» 000 ic 0 00 »c »00 

lOt'NCOC^C^iOiCNNO^ 

(MiOXN^XHTfNOCON^ 
HHHM 00 00 CO *+ TT Tf w 

CO 

NOC^i^NNOO’f^N 

ffloonMceccnK®^ 

cc--oco5eor->-icoOTt<xiN 1 nf 

nlNININeOMDi^iS.iOlCO^ 

Rate per i 
hour 

1 with ^ 1 

Om®XOMW(KC«iO« 

K5®NXOi-iM«iO®N« 

o 

Rate per 
hour for 
laborer 

o 

OiCCiCOiCOiCOiflO® c 

NNCOOOTtrMOiCCCCOl^t^-^ 

° Jg 

'S 

"V. 

Rate per 
hour for 
plasterer 

«o 

OOOOOOOOOOOO'? 
T)UO©NXOiO'-iNMT|uO Jj 

6.® 

•» s 

Pm 


For each 5^ diff. in Col. 

















































































PLASTER 


383 


CO 

W 

PQ 

< 

H 


cc 
Q 
' PS 
< 

o 

o 

r-H 

« 

w 

ft 

« 

w 

H 

CO 

«< 

fc 

O 


O 

§ 

>j 

ft 

o 

Eh 

co 

O 

o 


Number of yards finished per hour by 1 man per coat or complete 

CC 

CM 

CMCOOCOCONHiOiOOCON 

rHCOCMt^CM^»COOOCOOOT^O^ 

MCMCOCOG^'OiOOONN^ 

24 

OXcTiCOiN^^XCOiOCO 

COOOTfOiO^-Ht^COOOT^OCO^ 

CMCMCC^T*iiOiOCOCO^OOOOi 2 

22 

O^XhO^XhOt^Xh 

lOHN^OCDdOJiCHN^^ 

CMCOCO^iC’»C'COOt^OOOOO^ 

20 

I0i0i0*00000»ci0»0»0 

Nt^h(XiOCJOCOCMC 5COX^ 

CMCCTfTt^OCCCCt^QOOOOoS 

18 

COTtiCMONOiNiCNOCOO 

OXCOCOHOOCOHinaNiC^ 

COM^»OCCCONXOOOh 2 

HH 

16 

^ClCJNXiOXOCMON^ 

^XhOXNcOiOXhOO^. 

COM<^OCDNXQOhCM<n 2 

rH HHH^ n 

14 

COCOCOCCCOCOCOCOOOOO 

GGOJOJXXXXNNNN^ 

CO^iOCNXOOHC^CO^S 

rH rH rH rH rH 

12 

G^INON^ONiOMOiO 

»ONa'CHCOiOCDNQOCM^ 

TtHlOCOXOOrHCMCOTt-COt^I^ 

rH rH rH rH rH rH rH 

O 

rH 

OOOOOOOOOOOO 

iOC5XNO^X(M»OOXN^ 

»OCC'XCiHCMX»OCDNOoS 

HHHrlHHHCM 

oo 

xcoxcooo»oocooocooo 

QOCOCOt-hI^iOCMOCOCO^OO^ 

COXO(NCC»ONC5 CCMGio£ 

rH rH rH rH rH rH CM O'! OJ CM 


CO CD O CO CM CM CM CM L- L- t- 

xoooocot^^t^r^^oioicio^ 

t^O’-HCO»Ot^OrHCO»Ot^of2 
rH H H H rr lM CM CM <M CM J 

CO 

NOXN^NO^O^NO 

HiOXHXOOXOXHiO^ 

O’-HCOCOOOOCOiOr^OCMT^Sl 

rHrHHHCMCMCMCMCMCOCO^ 

lO 

OOOOOOOOOOOO 

OOOCOG-OCX5 COtHOOOCOtt < ^ 

hcOCOOCJ^NOXiOXh? 
h h rH tH M CM Cl X CO X CO 

Rate per 
hour 

1 with f 

»OC5 XNO^XCMOOXN 

iOOOOOrHCMCO»OCOt^OO 

rn 

o 

Rate per 
hour for 
laborer 

o 

OiOOiOO'OOkOOiOOO G 

CM CM CC c? r» -f >C »0 CO CO 

o 

• rH 

"G 

Rate per 
hour for 
plasterer 

IQ 

OOOOOOOOOOOO^ 
^iCCNXC.CHCMCO^iO S3 

CD rH rH rH rH rH rH 

«• O 

Ph 


CO 

Q 

3 

o 

o 


« 

H 

ft 

« 

Eh 

H co 

I ? 

« Ph 
H | 

P5 

O 




ft 

o 

ft 

O 

O 


© 

-+- 1 

0) 

"ft 

G 

c 

© 

t-4 

o 

o3 

o 

o 

pH 

© 

ft 

G 

G 


>> 

u 

G 

O 

*G 

s- 

© 

ft 

0) 

r£ 

TO 

• rH 

G 

<G 

TO 

*G 

fn 

G 

>> 


© 

G 

G 


00 

CM 


CO 

CM 


Tf 

CM 


CM 

CM 


O 

CM 


00 


CO 




CM 


O 


00 


© ^ 
ft £rG 

© §.*S 

G^ ^ 
Ph t-h 


£ o u 

ftn-l 


© 


lOOOCMiOOCMCOOCON-OH* 

»-«C 0 CMt^CM(Z)C 0 C 5 TjHO» 0 O^ 

CMCMCOCOr^r^LOiOCOCON» 00 ^ 


rHOal>^CMOI>iOCOOOOCO 
CCGO^OCOHNCCOUCOO 

CMCMCOHiTyiiO»OCOC©t>X 002 




OcOiOuGOCCiOOOOeOiCQO 

iOHNCOOCOWXiOHSCO 


* 4 Jl 


rMCCCCrriiOLOcOCOt>.OCCOa)J^ 


© J 3 ° 

hh G X? 
G O G 
Ph^^ 


S3 S ® 

ft*2 g 
a; f-. ^ 

+-> G ^ 

G O G 

ft 


CC^OOCO^CMOOt^iOCO 

N^tON^HOC»OHOOiOCl 


CO 


CMCO^^iOCOCOt>QOQOOOj^j 


OiOOiOO'CCHCOiCOiO 

ONiOlNONiOCMONiOCM^ 

COCC^'iOCOCOI>. 000050 *h !2 

__j '•N 


TiNO^f^O^NOTfNO 

COi-HOOOCOiOCOHOOOCO*C 


“V. 


COT^iOiOCOI>OOOiOO^CMiS 

■ _J _I v»l 


iCOCONO^OOCMiOOCCN 

|>OCO»OlOT^COCOCM»HrHO 


"4J. 


CO^iOCONXOOHi^cO^P; 

f-H rH rH r-H r-H W J 


OCOCOONrJiC'lQCOCOOOO 
(NCCtf lOLOCONNQOOOO^ 


T^iOCOt^OOGiOi-HCMCOtOCOjS 

_ii_i_._i_, '•'* 


OiOO>OOiOOiOOLOOiO 

OCMtOI>OCMLOt>OCM*01> 

iOCOt^OOO^HCMCO»OCOt^OO 


CM 


oooooooooooo 

CiOOiOOiOO»OOiOOO^ 

COl>OOCMCC*OCOCOOrHCM£ 
HrHHHHHriCMCM * 


N^ON^ONTfON^O 

cocoococoococoococoo^ 

COOOOrHCOiOCOCOOrHCOicS 
H H H rH r-H rH CM Ol CM CM * 


OOO^OCOOOOiOCOOOO»OCO 

*OCCCM’-HOOOt>COiOCOCMrH. 


!>0’-HCOiCCOOC'OCMTt<COOO?2 
rH rH rH rr rH CM CM CM CM CM 


NHOO^OCONCJCOOiO 
iON(»OHCM^iONOOOH^ 

ooooitoi>a)rHcoiot^ocM^ 

rHrHrHrHrHCMCMCMCMCCCO 


O^OOiOOiOO^OiOOiO 

CONCOCMCOOCOOOOHCM 

O HHHHHrtHMN N 

_o 

O 

CuCOiOO^OiOOiOOiC G 
CMCMCOCOO^iOiOCDCCt^t^*^ 

O *£ 

• H 

T3 

“AJl 

-IO 


OOOOOOOOOOOO ' 0 

^ICCONXOOHOJCC^IO 

.. © 

(Q rH rH rH rH rH rH 

^ fe 

£ 






















































































































Cost of Labor on Plaster per 100 Yards 


384 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Number of yards finished per hour by 1 man per coat or complete 

28 

2.33 

2.93 

3.50 

4.08 

4.65 

5.25 

5.83 

6.40 

6.97 

7.57 

8.15 

8.72 

221 

26 

2.50 

3.16 

3.77 

4.39 

5.00 

5.66 

6.27 

6.89 

7.50 

8.16 

8.77 

9.39 

24* 

24 

2.71 

3.41 

4.08 

4.75 

5.41 

6.13 

6.80 

7.46 

8.13 

8.83 

9.50 

10.17 

26* 

22 

2.96 

3.73 

4.46 

5.18 

5.91 

6.69 

7.41 

8.14 

8.87 

9.64 

10.37 

11.09 

28* 

20 

3.25 

4.10 

4.90 

5.70 

6.50 

7.35 

8.15 

8.95 

9.75 

10.60 

11.40 

12.20 

31* 

00 

3.61 

4.56 

5.46 

6.34 

7.23 

8.17 

9.06 

9.95 

10.84 

11.78 

12.67 

13.56 

35* 

CO 

4.07 

5.13 

6.13 

7.13 

8.13 

9.19 

10.19 

11.19 

12.19 

13.25 

14.25 

15.25 

38* 


4.65 

5.86 

7.00 

8.15 

9.29 

10.50 

11.65 

12.79 

13.93 

15.14 

16.29 

17.43 

44* 

<N 

5.42 

6.83 

8.17 

9.50 

10.83 

12.25 

13.59 

14.92 

16.25 

17.67 

19.00 

20.34 

52* 

10 

6.50 

8.20 

9.80 

11.40 

13.00 

14.70 

16.30 

17.90 

19.50 

21.20 

22.80 

24.40 

63* 

05 

7.23 

9.11 

10.89 

12.67 

14.45 

16.34 

18.11 

19.89 

21.67 

23.56 

25.34 

27.11 

69* 

00 

8.13 

10.25 

12.25 

14.25 

16.25 

18.38 

20.38 

22.38 

24.38 

26.50 

28.50 

30.50 

78* 


9.29 

11.72 

14.00 

16.29 

18.57 

21.00 

23.29 

25.57 

27.86 

/30.29 

32.57 

34.86 

89* 

Rate per 
hour 

1 with 1J 

0.65 

.82 

.98 

1.14 

1.30 

1.47 

1.63 

1.79 

1.95 

2.12 

2.28 

2.44 

ol. 2 

Rate per 
hour for 
laborer 

0.20 

.25 

.30 

.35 

.40 

.45 

.50 

.55 

.60 

.65 

.70 

.75 

* diff. in C 

Rate per 
hour for 
plasterer 

$0.40 

.50 

.60 

.70 

.80 

.90 

1 00 

1.10 

1.20 

1.30 

1.40 

1.50 

For each 5 











































PLASTER 


385 


TABLE 6 

Hard Wall Plaster Only 

Cost of material per 100 sq yds at various allowances, thicknesses, and prices 
per ton 


Pounds 

per 

Prices per ton 

100 yds 

$8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

400 

1 

60 

2 

2 

40 

2 

80 

3 

20 

3 

60 

4 

4 

40 

4 

80 

5 

20 

600 

2 

40 

3 

3 

60 

4 

20 

4 

80 

5 

40 

6 

6 

60 

7 

20 

7 

80 

800 

3 

20 

4 

4 

80 

5 

60 

6 

40 

7 

20 

8 

8 

80 

9 

60 

10 

40 

1,000 

4 

00 

5~ 

6 

00 

7 

00 

8 

00 

9 

00 

10 

11 

00 

12 

00 

13 

00 

1,200 

4 

80 

6 

7 

20 

8 

40 

9 

60 

10 

80 

12 

13 

20 

14 

40 

15 

CO 

1,400 

5 

60 

7 

8 

40 

9 

80 

11 

20 

12 

60 

14 

15 

40 

16 

80 

18 

20 

1,600 

6 

40 

8 

9 

60 

11 

20 

12 

80 

14 

40 

16 

17 

60 

19 

20 

20 

80 

1,800 

7 

20 

9 

10 

80 

12 

60 

14 

40 

16 

20 

18 

19 

80 

21 

60 

23 

40 

2,000 

8 

00 

10 

12 

00 

14 

00 

16 

00 

18 

00 

20 

22 

00 

24 

00 

26 

00 

2,200 

8 

80 

11 

13 

20 

15 

40 

17 

60 

19 

80 

22 

24 

20 

26 

40 

28 

60 

2,400 

9 

60 

12 

14 

40 

16 

80 

19 

20 

21 

60 

24 

26 

40 

28 

80 

31 

20 

2,600 

10 

40 

13 

15 

60 

18 

20 

20 

80 

23 

40 

26 

28 

60 

31 

20 

33 

80 

2,800 

11 

20 

14 

16 

80 

19 

60 

22 

40 

25 

20 

28 

30 

80 

33 

60 

36 

40 


TABLE 7 

Portland Cement Plaster Only 


Cost of material per 100 sq yds at various allowances. 


Pounds 

per 

100 yds 

Prices per barrel (Put at 400 lbs even figures) 

$1 

.00 

1 

.20 

1 

40 

1 

60 

1 

80 

2 

00 

2 

40 

2 

80 

3 

20 

3 

60 

4 

00 

800 

2 

00 

2 

40 

2 

80 

3 

20 

3 

60 

4 

00 

4 

80 

5 

60 

6 

40 

7 

20 

8 

00 

1,000 

2 

50 

3 

00 

3 

50 

4r 

00 

4 

50 

5 

00 

6 

00 

7 

00 

8 

00 

9 

00 

10 

00 

1,200 

3 

00 

3 

60 

4 

20 

, 4 

80 

5 

40 

6 

00 

7 

20 

8 

40 

9 

60 

10 

80 

12 

00 

1,400 

3 

50 

4 

20 

4 

90 

5 

60 

6 

30 

7 

00 

8 

40 

9 

80 

11 

20 

12 

60 

14 

00 

1,600 

4 

00 

4 

80 

5 

60 

6 

40 

7 

20 

8 

00 

9 

60 

11 

20 

12 

80 

14 

40 

16 

00 

1,800 

4 

50 

5 

40 

6 

30 

7 

20 

8 

10 

9 

00 

10 

80 

12 

60 

14 

40 

16 

20 

18 

00 

2,000 

5 

00 

6 

00 

7 

00 

8 

00 

9 

00 

10 

00 

12 

00 

14 

00 

16 

00 

18 

00 

20 

00 

2,200 

5 

50 

6 

60 

7 

70 

8 

80 

9 

90 

11 

00 

13 

20 

15 

40 

17 

60 

19 

80 

22 

00 

2,400 

6 

00 

7 

20 

8 

40 

9 

60 

10 

80 

12 

00 

14 

40 

16 

80 

19 

20 

21 

60 

24 

00 

2,600 

6 

50 

7 

80 

9 

10 

10 

40 

11 

70 

13 

00 

15 

60 

18 

20 

20 

80 

23 

40 

26 

00 

2,800 

7. 

00 

8 

40 

9 

80 

11 

20 

12 

60 

14 

00 

16 

SO 

19 

60 

22 

40 

25 

20 

28 

00 


TABLE 8 
Sand Only 

Cost of material per 100 sq yds at various allowances and prices per cubic yard 


No. of 

cubic 


Prices per cubic yard 


j cl i no 

per 100 
sq yds 

$0.30 

0.40 

0.60 

0.80 

1.00 

1.20 

1.40 

1.60 

1.80 

2.00 

2.20 

2.40 

2.60 

3.00 

i 

0.075 

0.10 

0.15 

0.20 

0.25 

0.30 

0.35 

0.40 

0.45 

0.50 

0.55 

0.60 

0.65 

0.75 


. 15 

.20 

.30 

.40 

.50 

.60 

.70 

.80 

.90 

1.00 

1.10 

1.20 

1.30 

1.50 

i 

.225 

.30 

.45 

.60 

.75 

.90 

1.05 

1.20 

1.35 

1.50 

1.65 

1.80 

1.95 

2.25 

1 

.30 

.40 

.60 

.80 

1.00 

1.20 

1.40 

1.60 

1.80 

2.00 

2.20 

2 40 

2.60 

3.00 

li 

. 375 

.50 

.75 

1.00 

1.25 

1.50 

1.75 

2.00 

2.25 

2.50 

2.75 

3.00 

3.25 

3.75 

u 

.45 

.60 

.90 

1.20 

1.50 

1.80 

2.10 

2.40 

2.70 

3.00 

3.30 

3.60 

3.90 

4.50 

1J 

.525 

.70 

1.05 

1.40 

1.75 

2.10 

2.45 

2.80 

3.15 

3.50 

3.85 

4.20 

4.55 

5.25 

2 

.60 

.80 

1.20 

1.60 

2.00 

2.40 

2.80 

3.20 

3.60 

4.00 

4.40 

4.80 

5.20 

6.00 

2} 

.675 

.90 

1.35 

1.80 

2.25 

2.70 

3.15 

3.60 

4.05 

4.50 

4.95 

5.40 

5.85 

6.7 5 

2* 

.75 

1.00 

1.50 

2.00 

2.50 

3.00 

3.50 

4.00 

4.50 

5.00 

5.50 

6.00 

6.50 

7.50 

2f 

.825 

1.10 

1.65 

2.20 

2.75 

3.30 

3.85 

4.40 

4.95 

5.50 

6.05 

6.60 

7.15 

8.25 

3 

.90 

1.20 

1.80 

2.40 

3.00 

3.60 

4.20 

4.80 

5.40 

6.00 

6.60 

7.20 

7.80 

9.00 
























































386 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


PLASTER TABLES 

Directions for using the following tables, which any builder and 
contractor will find very valuable as each table has been 
verified and can be relied upon as correct. 

(These tables give the number of square yards and feet in several 
thousand sized rooms) 


Example 

To obtain the number of square yards in a room 12X15X7. 
Turn to the table giving measurement of rooms with 7-ft ceiling; 
follow down the column of figures on the left until you come to 12, 
then follow the figures to the right until you come to the figures 
directly under the figure 15, at the top of the page; the answer is 
62 sq yds. When the half-foot comes in the dimensions of a room, 
both ways, take the next largest number on one side. When it 
comes on one side only, add 1 yd and it will be close. 

For ordinary rooms the chances are that closer results will be. 
obtained by using the tables than by tedious figuring. A single mis¬ 
take in taking off quantities may spoil an estimate far more than 
any trifle of a few inches as to the width or length of a room. 

It must be noted, however, that the rooms are figured “solid,” 
or without any deductions for openings, which is a different method 
from the one in use all through the “Appraiser.” Allowance can 
be made for this. No other method could be used in a table, as 
no two rooms are alike with respect to openings. 

The tables are copyrighted by the United States Gypsum Com¬ 
pany, and are used here by permission. 


NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH 7-FOOT CEILINGS 


PLASTER 


387 


1 ** 

CO 

V.M 

o 


00 

W'* 

CM 

b 

o 


00 

CM 

b 

WH 

o 


CM 

00 

CM 

CM 

CM 

b 

o 

W 

. 

00 

CM 

CM 

• • 

CO O 

CM 

Tf 

40 

40 

40 

CO 

CO 




00 

00 

05 

05 

05 

O 

o 

rH 

rH 

rH 

CM 

CM CO 
















rH 

rH 

rH 

rH 

rH 

rH 

rH rH 


CO 

CM 

rH 

00 

00 


CO 

*o 


CO 

CM 

rH 

o 

00 


CO 

40 


CO 

CM 

rH O 

rH 


00 

CM 

b 

b 

CO 

L- 

rH 

b 

05 

CO 


rH 

Tfl 

GO 

CM 

b 

o 


00 

CM b 

CM 



40 

40 

40 

CO 

CO 



i> 

00 

00 

05 

05 

05 

O 

o 

rH 

rH 

rH 

CM CM 

















rH 

rH 

rH 

rH 

rH 

rH rH 



CM 

o 


40 

CO 

rH 

00 

CO 

Tt< 

CM 

o 

t> 

40 

CO 

rH 

00 

CO 


CM 

o i>. 

O 

CM 

b 

o 

CO 


rH 

40 

00 

CM 

CO 

o 



rH 

b 

b 

CM 

b 

o 


00 rH 

CM 



40 

40 

40 

CO 

CO 

CO 

!>• 


00 

00 

00 

05 

05 

C5 

o 

o 

rH 

rH 

rH CM 













• 





rH 

rH 

rH 

rH 

rH rH 


40 

CM 

00 

40 

CM 

00 

40 

CM 

00 

40 

CM 

00 

40 

CM 

00 

40 

CM 

00 

40 

CM 

00 40 

o> 

o 



rH 

b 

00 

CM 

CO 

05 

CO 


o 


00 

rH 

40 

05 

CM 

CO 

O 

CO 

rH 




40 

40 

40 

CO 

CO 

CO 

i> 


00 

00 

00 

05 

05 

05 

o 

o 

rH 

rH rH 



















rH 

rH 

rH 

rH rH 


CO 

CM 


CO 

00 


O 

40 

rH 

CO 

CM 


CO 

00 


o 

40 

rH 

CO 

CM 

t> CO 

00 

00 

CM 

40 

05 

CM 

CO 

o 

CO 


o 



rH 


00 

CM 

40 

05 

CM 

CO 

b co 

rH 

CO 

Ttl 


T* 

40 

40 

CO 

CO 

CO 

l> 

l> 


GO 

00 

00 

05 

05 

05 

O 

O 

O rH 

i 



















rH 

rH 

rH rH 

| 


CM 

CO 

rH 

40 

o 


00 

CO 


CM 

CO 

rH 

40 

40 


00 

CO 


CM 

CO rH 


CO 

o 

CO 


o 



o 



rH 


00 

rH 

40 

00 

rH 

40 

GO 

CM 

b b 

rH 

CO 




40 

40 

40 

CO 

CO 

CO 




00 

GO 

00 

05 

05 

C5 

O 

o o 





















rH 

rH rH 

I 

00 

CM 

40 

00 

CM 

40 

00 

CM 

40 

oo 

CM 

40 

00 

CM 

40 

00 

CM 

40 

00 

CM 

40 00 

CO 

rt< 

00 

rH 


00 

rH 


00 

rH 


GO 

rH 


00 

rH 

Tt? 

00 

rH 

Tt< 

00 

rH 

rH 

CO 

CO 




40 

b 

40 

CO 

CO 

CO 




oo 

00 

00 

05 

05 

05 

o o 






















rH rH 


o 

CM 


CO 

00 

rH 

CO 

40 

l> 

o 

CM 


CO 

00 

rH 

CO 

40 

l> 

o 

CM 

Tf CO 

40 

CO 

CO 

b 

CM 

b 

05 

CM 

40 

00 

CM 

40 

00 

rH 


GO 

rH 

Tti 


rH 


o 

rH 

CO 

CO 

CO 




40 

40 

40 

CO 

CO 

CO 




00 

oo 

00 

05 

05 

C5 o 

rH 


rH 

CM 

CO 


40 

CO 


GO 

© 

rH 

CM 

CO 

Tti 

40 

CO 

tN. 

00 

o 

rH 

CM 

CO Tf 

rH 

rH 

b 

l> 

o 

CO 

b 

b 

CM 

b 

b 

CM 

b 

00 

rH 



o 



o 

co b 


CO 

CO 

CO 





40 

40 

40 

CO 

CO 

CO 



I> 

00 

00 

00 

05 

C5 05 

CO 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM CM 

rH 

b 

CM 

b 

00 

rH 

Tt< 


o 

CO 

b 

b 

CM 

b 

00 

rH 


t> 

o 

CO 

b 

b CM 


CM 

CO 

CO 

CO 


Tt< 


40 

40 

40 

40 

CO 

CO 

CO 




00 

00 

00 

00 05 


CO 

CM 

rH 

O 

00 


CO 

40 


CO 

CM 

rH 

O 

00 


cO 

40 


CO 

CM 

rH O 



o 

CO 

CO 

00 

rH 

T* 


o 

CO 

b 

05 

CM 



o 

CO 

CO 

05 

CM 

b co 


CM 

CO 

CO 

CO 

CO 




40 

40 

40 

40 

CO 

CO 

CO 





CO 

00 00 



CM 

o 


40 

CO 

rH 

00 

CO 

TjH 

CM 

o 

t> 

40 

CO 

rH 

00 

CO 


CM 

° ^ 


40 

00 

rH 

CO 

CO 

05 

CM 


!> 

O 

CO 

CO 

00 

rH 



05 

CM 

b 

00 

rH CO 


CM 

CM 

CO 

CO 

CO 

CO 


rt< 

Tt< 

40 

40 

40 

40 

CO 

CO 

CO 

CO 




00 GO 


lO 

CM 

00 

40 

CM 

00 

40 

CM 

00 

40 

CM 

00 

40 

CM 

00 

40 

CM 

00 

40 

CM 

00 40 

o 

CO 

b 

00 

rH 

TfJ 

b 

b 

CM 



o 

CM 

b 

GO 

o 

CO 

b 

00 

rH 


b b 


CM 

CM 

CM 

CO 

CO 

CO 

CO 



Tf< 

40 

40 

40 

40 

CO 

CO 

co 

CO 





CO 

CM 


CO 

00 


o 

40 

rH 

CO 

CM 


CO 

GO 

rt< 

o 

40 

rH 

CO 

CM 

rH CO 

a 

rH 


b 

C5 

rH 



05 

CM 



05 

CM 



o 

CM 

40 


O 

CM b 


CM 

CM 

CM 

CM 

CO 

CO 

CO 

CO 





40 

40 

40 

co 

CO 

CO 

CO 





CM 

CO 

rH 

40 

O 


00 

CO 


CM 

CO 

rH 

40 

o 


00 

CO 


CM 

CO rH 

00 

b 

CM 


L- 

C5 

CM 


CO 

05 

rH 


CO 

05 

rH 


b 

00 

rH 

CO 

CO 

00 rH 


rH 

CM 

CM 

CM 

CM 

CO 

CO 

CO 

CO 

TP 




40 

40 

40 

40 

CO 

co 

CO 

CO 


00 

CM 

40 

oo 

CM 

40 

00 

CM 

40 

00 

CM 

40 

00 

CM 

40 

00 

CM 

40 

GO 

CM 

40 00 


T- 

O 

CM 


r- 

05 

rH 


CO 

00 

rH 

CO 

40 

00 

o 

CM 

40 

T- 

05 

CM 

b 


rH 

CM 

CM 

CM 

CM 

CM 

CO 

CO 

CO 

CO 



T* 


»o 

40 

40 

40 

40 

CO 

CO CO 


o 

CM 

Tf< 

CO 

00 

rH 

CO 

40 


o 

CM 


CO 

00 

rH 

CO 

40 


GO 

CM 

CO 

CO 

b 

00 

O 

CM 

rt< 


05 

rH 

CO 

CO 

00 

O 

CM 

Tt< 


05 

rH 

co 

40 

00 

O CM 


rH 

rH 

CM 

CM 

CM 

CM 

CM 

CO 

CO 

CO 

CO 

T* 





40 

40 

40 

40 

CO CO 


rH 

CM 

CO 


40 

CO 

t>- 

00 

o 

rH 

CM 

CO 


40 

CO 

p- 

00 

o 

rH 

CM 

CO 

lO 


b 

00 

O 

CM 

Tt< 

CO 

00 

rH 

CO 

40 


05 

rH 

CO 

40 


o 

CM 


b GO 


rH 

rH 

rH 

CM 

CM 

CM 

CM 

CM 

CO 

CO 

CO 

CO 

CO 



Tt< 


40 

40 

40 

40 40 


CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM 

CM CM 


CM 


b 

00 

o 

CM 


b 

GO 

o 

CM 


CO 

GO 

o 

CM 

T* 

CO 

00 

O 

CM b 


rH 

rH 

rH 

rH 

CM 

CM 

CM 

CM 

CM 

CO 

CO 

CO 

CO 

CO 





Tt< 

40 

40 40 


CO 

CM 

rH 

o 

00 


CO 

40 


CO 

CM 

rH 

O 

oo 


CO 

40 


CO 

CM 

o o 

CO 

o 

CM 


CO 

r- 

05 

rH 

CO 

»o 


05 

rH 

CO 


CO 

00 

o 

CM 


CO 

oo o 


rH 

rH 

rH 

rH 

rH 

rH 

CM 

CM 

CM 

CM 

CM 

CO 

CO 

CO 

CO 

CO 




rt< 

Tt< 40 


CO 


40 

CO 


00 

o> 

o 

rH 

CM 

CO 

r* 

40 

CO 


00 

b 

o 

rH 

CM 

CO Tt< 

1 








rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

CM 

CM 

CM 

CM CM H 


The amount indicated includes side walls and ceilings Copyrighted 1900 





































NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH 7 -FOOT 6 -INCH CEILINGS 


388 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


O H N W 'I* 

»-5 »0 


ass 


OOOHNM'jiOONOOOONW 

HOOT)io6Nffld^»riNHlO 

ooooaaaooHHHMNMco 


oooooooooooooooooooooo 


Oioo)m® 6 t)!o 6 n® 


^NHlT)O)«NHiO0dci(d 

OOOOffl»fflOOHHHNN 


ONiOMHOOtO^NONiOMHOO 
©eocDO^QOHiooieoNO^ 
H^^iouju 5 ®®©NN 00 00 


Tf M O N Ifl M 
NiOfflOONH^OON' 
OfflffiOOHHHN 


o ® m o « co o 

OOH^OONIOOSM 

>-irl('}ii»<OiOU 5 © 


wo®»o«woocoo«coo 

t'l'-l'-COQOWffiffiffiOOHHH 


OiOHOONMM^qqHqNNKlOO^OiOn® 

t'oicicdojcocodcoNrt^ooi-iiooociiooimcoon 

HMT((^M)iiOiO®e«NNNOOOOOO»®®OOHH 


O'CONNOHiqq^oqcONNOHioo^MM 

dt'i©i£t>i>-i'<i5odi-5Tj5o6i-5ido6ciidoic'iidoi 

f^UJiOiOOOONNC'MOOOOOfflGOOO 


o oo 

« N 6 M 
h eo ^ ■O' 


OMOOMOOM 

ujoOHiOOOHiOOO 

COCOO'O*^ 1 ®®® 


© O CO © O CO 


CO © CO 
H © 00 
00 00 00 


© o w © o 

rH Ifj 00 l-i IC5 

o a o o o 


ON-oiqoOHcoiq^qcc^ooq 

cdcdoieiidoiciidaociidodi-iTii 

COCOCO'O'Tt'^iOiOiOOCONN 


HO© 
00 H -# 
t» 00 00 


NON^ 




®’ 1 ( ^cO' 0 ;‘oqNooqH 

rMTjit'icicdcdoioildcici 

eococo’^Ti<'^Tt'iO»o»co 


-C © © N 00 O 


qqqqqqqq 

050 ©o 6 h^no 

(NCOCOCOTt'^rt'iO 


o o o 

co cd oi 
© © © 


o o o 

oi «o oo 

CO CO CO 


o o o o o 

o co cd oi oi 

00 00 00 00 05 


OOONOcq^COMHOOO 

t^oioiidoorHrjit^ocdid 

MlMCOCOCO' 5 l'' 1 <^©©©) 


N © © 
00 i -5 rjJ 
© © © 


HO00 

cd oi i-5 

N N 00 


i> q 
Tjj 

00 00 


©WHM©'#NOh©MHM©i(NONWM 
oedcdo6»-irj5t>ci 
cococon^^^© 


S 3 


O CO CO o 


CO O CO 
cd oi ^ 
CO CO t* 


co o co 
rj5 oi 


CO O CO 

ci id t> 

© © © 


cqqqeqqqcoco 

ocdidoor-^cdcdoi 

©©©©NNNN 


0 ©H©NNCOM^q©H©N 

HMcdooiHcocdodiHTiicdoi'H^ 

NNNNCOCOCOCO'f^'t'J'©© 


I> CO 00 
cd oi H-i 
© © © 


'f q © 
n 5 oS 


© 

oi 

i-H (M 


N O) h CO © 00 


N © H 

CO c? c§ 


© o ^ 

oo i-5 cd 

CO Tt< I* 


00 CO N 

© oo 6 

rj( 1 C 


qqcqqqeqqocq 

HijcdooHcodood 

(NNNNMMMCO^ 


q o co 
oi id 

T* 


ON^OOOHCO© 

‘ cd oo ci 

IN N M 


© © N O! H CO 


rt; CO 00 
oi r-i cd 
co T* 


H Pi © 

cd oo © 

n< m 


NON 

ci id t>5 

© © © 


ill CO 

oi .-5 


CO © N Oi h 
1-H 1-1 1-1 C<1 


© © N 00 O H 
cd id oi oi tjh 
N N N N M CO 


N CO Tf 

cd oo o 

co co ■<* 


oo © -h 

Oi rH cd 
i* © © 


q co 

s s 


o o o o o 

i-i cd id oi 


o o o 

oi <-h 

N N M 


o o o 
cd id n! 
co co co 


o o o 

oi i-5 cd 

CO T* Tt< 


o o o 
*d t>5 oi 


o o 
i-5 cd 
m m 


W^©©N»OOHNCOi)i©® 


©fflNMOOHp)Wi( 


The amount indicated includes side walls and ceilings Copyrighted 1900 





























NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH 8-FOOT CEILINGS 


PLASTER 


389 




o 

(N 


05 

00 

H 

00 

ID 

P- 

o 

IN 


CD 

00 

rH 

CO 

ID 


O 

IN 


IN 

rH 

CD 

o 


00 

IN 

P^ 

rH 

ib 

05 

• 

00 

IN 

CD 

o 

ID 

05 

cb 

• 

P^ 

IN 

d 

o 

IN 

ID 

id 

CD 

CD 

CD 

l> 

P^ 

00 

00 

00 

05 

05 

O 

O 

rH 

rH 

rH 

IN 

N 

CO 

CO 















rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

n 

rH 


CD 


00 

O 

rH 

IN 

CO 


ID 

CD 


oo 

o 

rH 

IN 

CO 

Ttl 

ID 

CD 

l> 

00 

o 

rH 

05 

CO 


IN 

CD 

O 


00 

(N 

CD 

o 


05 

CO 

P- 

rH 

ib 

05 

CO 

P^ 

rH 

d 



IO 

id 

CD 

CD 

P^ 

p^ 

p> 

00 

00 

05 

05 

05 

o 

O 

rH 

rH 

rH 

IN 

IN 

CO 

CO 















rH 


rH 

rH 

rH 

rH 

rH 

rH 

rH 


q 

q 

q 

q 

*D 

q 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

O 

P^ 

rH 

IO 

05 

CO 

Pt 

rH 

ID 

05 

CO 


rH 

ID 

05 

CO 


rH 

iD 

05 

CO 

P- 

rH 

N 


iD 

IO 

ID 

CD 

CD 

P- 

P^ 

t> 

00 

00 

05 

05 

05 

O 

o 

rH 

rH 

rH 

IN 

IN 

CO 
















rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 


Tj< 

CO 

IN 

rH 

O 

00 

Pr 

CD 

ID 

rt< 

CO 

IN 

rH 

o 

00 

l> 

CD 

ID 

TP 

CO 

IN 

rH 

05 

ID 

05 

CO 


rH 


00 

(N 

CD 

o 

Tfi 

00 

IN 

d 

05 

CO 

P>I 

rH 

id 

05 

CO 

• 

P^ 


Tt< 


ID 

ID 

CD 

CD 

CD 

p^ 

P^ 

00 

00 

00 

05 

05 

05 

o 

O 

rH 

rH 

rH 

IN 

IN 

















rH 

rH 

rH 

rH 

rH 

rH 

rH 


CO 

rH 

oo 

CD 


IN 

O 


ID 

CO 

rH 

00 

CD 


IN 

o 

l> 

ID 

CO 

rH 

00 

CD 

00 

CO 

P^ 

o 


00 

<N 

CD 

05 

CO 

p^ 

rH 

Tf5 

00 

<N 

d 

o 

CO 

P^ 

rH 

ib 

00 

IN 




ID 

ID 

ID 

CD 

CD 

CD 

t> 

p^ 

00 

00 

00 

05 

05 

o 

o 

O 

rH 

rH 

rH 

IN 

















rH 

rH 

rH 

rH 

rH 

rH 

rH 


<N 

00 

q* 

IN 

00 

ID 

IN 

oo 

ID 

IN 

00 

ID 

IN 

00 

ID 

IN 

00 

ID 

IN 

00 

ID 

IN 

P** 

rH 

TjH 

00 

<N 

d 

05 

CO 

CD 

O 

Tti 

p^ 

rH 

ID 

00 

<N 

CD 

05 

CO 

P^ 

o 


00 

rH 



Tt< 

ID 

ID 

ID 

CD 

CD 

P^ 

P^ 

i> 

oo 

00 

00 

05 

05 

05 

o 

O 

rH 

rH 

rH 



















rH 

rH 

rH 

rH 

rH 


rH 

q 

IN 

P^ 

CO 

00 


O 

ID 

rH 

CD 

IN 

I> 

CO 

00 

Tt< 

o 

ID 

rH 

CD 

IN 

P^ 

CD 

05 

in 

CD 

05 

CO 

d 

O 

Tt< 


rH 

CO 

00 

rH 

ID 

GO 

IN 

CD 

05 

CO 

CD 

O 

CO 


CO 




ID 

ID 

CD 

CD 

CD 

P^ 

p^ 

l> 

00 

00 

CO 

05 

05 

05 

o 

O 

rH 

rH 




















rH 

rH 

rH 

rH 


© 


GO 

CO 

l> 

IN 

CD 

rH 

ID 

o 


00 

CO 

I> 

IN 

CD 

rH 

ID 

o 

Tt< 

00 

CO 

id 

p^ 

o 

CO 

P^ 

o 

Tt< 

p^ 

rH 

Tf< 

oo 

rH 

Ttl 

00 

rH 

ID 

00 

IN 

ID 

05 

IN 

ID 

d 


CO 


TtH 

rtl 

ID 

ID 

ID 

CD 

CD 

CD 

P^ 


l> 

00 

00 

00 

05 

05 

05 

O 

O 

o 





















rH 

rH 

rH 


00 

<N 

q 

00 

IN 

ID 

00 

<N 

ID 

oo 

IN 

ID 

00 

IN 

ID 

00 

<N 

ID 

00 

IN 

ID 

00 



00 

rH 


00 

rH 

rfi 

00 

rH 

Tt< 

00 

rH 


00 

rH 


00 

rH 


00 

rH 



CO 

CO 

T* 



ID 

ID 

*D 

CD 

CD 

CD 



l> 

00 

00 

00 

05 

05 

05 

O 

o 






















rH 

rH 



o 

(N 


CD 

00 

rH 

CO 

ID 


O 

IN 


CD 

oo 

rH 

CO 

ID 

p^ 

o 

IN 


CO 

<N 

CD 

05 

IN 

ib 

00 

<N 

ID 

00 

rH 

ID 

00 

rH 

T* 

p- 

rH 



o 

Tt< 

PT 

O 

rH 

CO 

CO 

CO 




ID 

ID 

ID 

CD 

CD 

CD 


p^ 

p- 

oo 

oo 

oo 

05 

05 

05 

o 

rH 

IN 

CD 

p- 

00 

o 

rH 

IN 

CO 

T* 

ID 

CD 

P^ 

00 

o 

rH 

IN 

CO 


ID 

CD 


00 

o 

H 

O 

CO 

CD 

o 

CO 

CD 

05 

IN 

ib 

00 

rH 

Tt< 

00 

rH 


p^ 

o 

CO 

CD 

05 

IN 

d 


CO 

CO 

CO 

Tt< 




ID 

ID 

ID 

CD 

CD 

CD 


t> 

t> 

00 

00 

00 

00 

05 

05 


iD 

ID 

ID 

ID 

ID 

ID 

q 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

ID 

*D 

ID 

ID 

ID 


00 

rH 

TfH 

P^ 

O 

CO 

CD 

05 

IN 

ID 

00 

rH 


P^ 

O 

CO 

CD 

05 

IN 

ID 

00 

rH 


(N 

CO 

CO 

CO 





ID 

iD 

ID 

CD 

CD 

CD 


P^ 

P^ 

P^ 

00 

00 

00 

05 



CO 

IN 

rH 

o 

00 

r> 

CD 

ID 

Tt< 

CO 

IN 

rH 

O 

00 

P^ 

CD 

ID 


CO 

IN 

rH 

w 

o 

C5 

<N 

*D 

00 

o 

CO 

CD 

05 

IN 

ID 

00 

rH 


CD 

05 

IN 

ID 

00 

rH 

Tt< 

P^ 


<N 

(N 

CO 

CO 

CO 





ID 

ID 

ID 

CD 

CD 

CD 

CD" O 

t> 

l> 

00 

00 

00 


CO 

rH 

00 

CD 

rt< 

IN 

o 


ID 

CO 

rH 

00 

CD 


IN 

O 

P- 

ID 

CO 

rH 

00 

CD 

a 

rt^ 


05 

IN 

ID 

00 

rH 

CO 

CD 

05 

IN 



O 

CO 

CD 

00 

rH 


P^ 

d 

IN 


<N 

(N 

<N 

CO 

CO 

CO 


T* 

T* 


ID 

ID 

ID 

CD 

CD 

CD 

CD 

l> 

p^ 


p- 

00 


(N 

00 

ID 

IN 

00 

ID 

IN 

00 

ID 

IN 

00 

ID 

IN 

00 

ID 

IN 

00 

ID 

(N 

00 

ID 

IN 

00 

IN 


Pr 

O 

IN 

ib 

00 

o 

CO 

CD 

00 

rH 


CD 

05 

IN 


P- 

O 

(N 

ID 

00 


<N 

<N 

<N 

CO 

CO 

CO 

CO 



r* 


iD 

ID 

ID 

ID 

CD 

CD 

CD 

P^ 

t> 

P^ 

!> 


rH 

CD 

(N 

p^ 

CO 

oo 


o 

ID 

rH 

CD 

IN 


CO 

00 

T* 

O 

iD 

rH 

00 

IN 

l> 


6 

csi 

d 


o 

IN 

ID 

oo 

O 

CO 

ID 

00 

O 

CO 

ID 

00 

rH 

CO 

CD 

00 

rH 

cb 


<N 

(N 

<N 

IN 

CO 

CO 

CO 

CO 



T* 


ID 

ID 

ID 

ID 

CD 

CD 

CD 

CD 

t> 

p^ 


O 


00 

CO 

Pt 

IN 

CD 

rH 

ID 

o 

T* 

00 

CO 

t» 

ID 

CD 

rH 

ID 

O 

Tt< 

00 

CO 

CD 

GO 

o 

IN 

ID 

p- 

o 

IN 

ID 

p^ 

o 

IN 

Tt< 

P^ 

05 

IN 


P- 

05 

IN 


d 

d 


rH 

<N 

(N 

IN 

IN 

CO 

CO 

CO 

CO 

Tt< 





ID 

ID 

ID 

ID 

CD 

CD 

CD 

CD 


00 

(N 

ID 

00 

IN 

ID 

00 

IN 

ID 

00 

IN 

ID 

00 

IN 

ID 

00 

IN 

ID 

00 

IN 

ID 

00 

iD 

iO 

00 

O 

IN 

ID 

Pt 

05 

IN 


CD 

05 

rH 

CO 

CD 

00 

O 

CO 

ID 

P^ 

O 

IN 

TJH 


rH 

rH 

<N 

IN 

IN 

IN 

IN 

CO 

CO 

CO 

CO 

T}< 

Tt< 


r* 

ID 

ID 

ID 

iD 

CD 

CD 

CD 


P^ 

o 

IN 

Ttl 

CD 

00 

rH 

CO 

ID 


o 

IN 

rt< 

CD 

00 

rH 

CO 

ID 

P- 

O 

IN 



CO 

CD 

00 

o 

(N 


P^ 

d 

rH 

CO 

CD 

00 

o 

IN 


Pn. 

05 

rH 

CO 

CD 

00 

O 


rH 

rH 

rH 

<N 

N 

(N 

IN 

IN 

CO 

CO 

CO 

CO 

T* 


Tt< 


Tt< 

ID 

ID 

ID 

ID 

CD 


CD 

p^ 

oo 

O 

rH 

IN 

CO 

T* 

ID 

CD 


00 

o 

rH 

IN 

CO 


q 

CD 

P^ 

00 

O 

CO 

rH 

CO 

ID 

00 

o 

IN 

rfi 

CD 

00 

o 

IN 


p^ 

05 

rH 

CO 

ib 

P^ 

05 

rH 

CO 

d 


rH 

rH 

rH 

rH 

(N 

<N 

IN 

IN 

IN 

CO 

CO 

CO 

CO 

CO 


Tt< 




ID 

ID 

id 


CO 


ID 

CD 

P- 

00 

05 

O 

*• 

rH 

IN 

CO 


ID 

CD 


00 

05 

o 

rH 

IN 

CO 

T* 









rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

fH 

IN 

IN 

IN 

(N 


CO 


The amount indicated includes side walls and ceilings Copyrighted 1900 





























NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH 8-FOOT 6-INCH CEILINGS 


390 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



The amount indicated includes aide walla and ceilinga Copyrighted 1900 






























NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH 9-FOOT CEILINGS 


PLASTER 


391 



CO 

fs. 

q 

CO 


HO 

o 


00 

CO 


CM 

CO 

*>H 

IO 

© 


00 

CO 


CM 

© 

CM 


rH 

cd 

o 

td 

05 

T* 

00 

CM 

rd 

rH 

CO 

rH 

to 

d 


00 

CM 



d 

d 

Cl 

tO 

CO 

CO 




00 

00 

05 

05 

o 

o 

rH 

rH 

rH 

CM 

O) 

CO 

CO 


rji 

© 












rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 


o 

CO 

CO 

o 

CO 

q 

o 

CO 

CO 

o 

CO 

CO 

o 

CO 

CO 

© 

CO 

© 

CO 

CO 

© 

© 

rH 

td 

05 

cd 

00 

cm 


rH 

td 

05 

Hi 

00 

CM 


rH 

td 

o 


00 

-T 


rH 

© 

Cl 

tO 

to 

CO 

CO 


t> 

00 

00 

00 

05 

05 

O 

o 

rH 

rH 

CM 


CM 

CO 

CO 















rH 

rH 

rH 

rH 

rH 

r 

rH 

rH 

rH 

rH 

rH 


CO 

GO 

rH 


to 


o 

CM 


CO 

00 

rH 

CO 

to 


© 

CM 

Tt< 

© 

00 

© 

CO 

o 

<M 

CO 

rH 

to 

05 

cd 

00 

CM 

cd 

o 


05 

CO 

1^ 

rH 

d 

© 

HH 

od 

CM 


rH 

CM 

tO 

to 

CO 

CO 

CO 



Uj 

00 

05 

05 

05 

o 

o 

rH 

rH 

CM 

CM 

CM 

0* 

CO 















rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 


CO 


to 

to 

L- 

00 

o 

rH 

CM 

CO 


to 

CO 

r- 

00 

© 

rH 

CM 

CO 

Tt< 

© 

© 

© 

o 

Tt< 

00 

cd 

CO 

o 

to 

05 

CO 


rH 

to 

d 

co 


CM 

© 

© 


00 

CM 

© 

rH 

to 

to 

to 

CO 

CO 




00 

00 

05 

05 

05 

o 

o 

rH 

rH 

CM 

CM 

CM 

CO 

CO 



• 












rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 


o 

o 

o 

o 

o 

o 

o 

o 

o 

o 

o 

o 

o 

o 

o 

© 

© 

© 

© 

© 

© 

© 

00 

00 

CM 

CO 

o 


00 

CM 

CO 

o 


00 

CM 

d 

o 


GO 

CM 

© 

© 


00 

CM 

rH 


to 

to 

CO 

CO 

CO 



oo 

00 

00 

05 

05 

o 

o 

© 

rH 

rH 

CM 

CM 


CO 















rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 


CO 

to 


CO 

CM 

rH 

o 

oo 


CO 

to 


CO 

CM 


© 

00 

I> 

© 

© 

Tt< 

CO 


to 

05 

CO 


rH 

td 

05 

CM 

cd 

o 

Tt< 

00 

CM 

CO 

o 



rH 

© 

rH 

cd 


rH 


T* 

to 

to 

CO 

co 

CO 



00 

00 

00 

05 

05 

o 

© 

© 

rH 

rH 

CM 

CM 

CM 
















rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 


CO 

rH 

00 

CO 

TtH 

CM 

o 


to 

CO 

rH 

00 

CO 


CM 

© 

l> 

© 

CO 

rH 

00 

© 

© 

CO 

t> 

© 


00 

CM 

CO 

05 

CO 


rH 


00 

CM 

CO 

© 

CO 


rH 

© 

00 

CM 

rH 



to 

to 

to 

CO 

CO 

CO 



00 

00 

oo 

05 

05 

© 

© 

© 

rH 

rH 

rH 

Ol 

















rH 

rH 

rH 

rH 

rH 

rH 

rH 


o 

CO 

CO 

o 

CO 

CO 

o 

CO 

CO 

o 

CO 

CO 

o 

CO 

CO 

© 

© 

CO 

© 

© 

CO 

© 

tO 

rH 

T* 

00 

CM 

to 

05 

CO 

CO 

o 



rH 

»o 

00 

CM 

© 

© 

CO 


rH 

Tt< 

GO 

rH 

rt< 


rt< 

to 

to 

to 

CO 

CO 


t- 

t- 

00 

00 

00 

05 

© 

© 

© 

© 

rH 

rH 

rH 



















rH 

rH 

rH 

rH 

rH 


CO 

<N 


CO 

00 

Tt< 

o 

to 

rH 

CO 

CM 

t- 

CO 

GO 

r r 

© 

© 

rH 

© 

CM 


CO 


00 

CM 

to 

C5 

CM 

CO 

d 

CO 

r- 

O 

Hi 

r- 

rH 


GO 

CM 

© 

© 

CM 

© 

© 

cd 

rH 

CO 

rt< 



to 

to 

co 

CO 

CO 

t- 

l> 

t- 

00 

00 

GO 

© 

© 

© 

© 

O 

© 

rH 




















rH 

rH 

rH 

rH 


CO 

t- 

CM 

CO 

rH 

to 

o 

Tt< 

00 

CO 

L- 

CM 

CO 

rH 

to 

© 


GO 

CO 


CM 

© 

CO 

CO 

05 

CO 

CO 

o 

CO 


o 

CO 


o 



r—l 

Tt< 

GO 

rH 

'-f 

GO 

rH 

td 

00 

rH 

CO 

CO 


Tt< 

to 

to 

to 

CO 

CO 

CO 

L- 



GO 

CO 

GO 

© 

© 

© 

© 

© 

© 





















rH 


rH 


o 

CO 

CO 

o 

CO 

CO 

o 

CO 

q 

o 

CO 

co 

o 

CO 

CO 

© 

CO 

© 

© 

CO 

© 

© 

CM 

Tf< 

r- 

o 

T* 

L- 

o 



o 

H< 


o 


r- 

o 



© 


r- 

© 

TfS 

rH 

CO 

CO 


T* 


iO 

to 

to 

CO 

CO 

CO 

p- 

I> 

i- 

00 

00 

00 

© 

© 

© 

© 

© 























rH 


CO 

00 

rH 

CO 

tO 


o 

CM 


CO 

00 

rH 

CO 

to 


© 

CM 

Tt< 

© 

00 

rH 

CO 


rH 


00 

rH 


L- 

rH 

T* 


o 

CO 

L- 

o 

CO 

d 

© 

CO 

© 

© 

CM 

© 

© 


CO 

CO 

CO 


T* 


to 

to 

to 

CO 

CO 

CO 

1> 


t- 

00 

00 

00 

GO 

© 

© 

© 


CO 


tO 

CO 


00 

o 

o 

CM 

CO 


to 

CO 

l> 

00 

© 

rH 

CM 

CO 


© 

© 

O 

C5 

cm 

to 

00 

rH 

Tt^ 

GO 

CM 

Tf 


o 

CO 

CO 

05 

CM 

© 

© 

CM 

to 

00 

rH 



CM 

CO 

CO 

CO 

Tf 


T* 

to 

tO 

to 

CO 

CO 

CO 

CO 




00 

00 

GO 

© 

© 


o 

o 

o 

o 

o 

O 

o 

o 

o 

o 

o 

o 

o 

o 

O 

© 

© 

© 

© 

© 

© 

© 

© 

L- 

o 

CO 

CO 

05 

CM 

to 

00 

rH 

Tt< 


o 

CO 

CO 

05 

CM 

© 

00 

rH 



© 


CM 

CO 

CO 

CO 

CO 




to 

to 

tO 

CO 

CO 

CO 

o 



t- 

GO 

00 

GO 

© 


CO 

to 


CO 

CM 

rH 

o 

00 


CO 

to 

T* 

CO 

CM 

rH 

© 

00 

L- 

© 

© 


CO 

00 

TfH 


o 

cd 

cd 

05 

CM 



o 

CO 

CO 

05 

CM 

to 

GO 

© 

CO 

© 

© 

CM 

to 


CM 

CM 

CO 

CO 

CO 

CO 




to 

to 

to 

to 

CO 

CO 

© 





00 

00 


CO 

rH 

00 

CO 


CM 

o 


to 

CO 

rH 

00 

CO 


CM 

© 


© 

CO 

rH 

00 

© 


cm 

to 

L- 

o 

CO 

CO 

05 

rH 



o 

CM 

»o 

00 

rH 


© 

© 

CM 

© 

r- 

© 


CM 

CM 

CM 

CO 

CO 

CO 

CO 

Tfi 

T* 


to 

to 

to 

tO 

CO 

© 

© 

© 


!> 


GO 


O 

CO 

CO 

o 

CO 

CO 

o 

CO 

CO 

o 

co 

CO 

o 

CO 

CO 

© 

© 

CO 

© 

© 

CO 

© 

© 

© 

cm 

to 

00 

o 

cd 

cd 

00 

rH 


co 

05 

CM 


L- 

© 

CM 

© 

GO 

© 

CO 

© 


CM 

CM 

CM 

CM 

CO 

CO 

CO 

CO 



H< 


to 

tO 

to 

© 

© 

© 

© 



1> 


CO 

CM 


CO 

00 


<© 

to 

rH 

CO 

CM 


CO 

00 

rt< 

© 

© 

rH 

© 

CM 

L- 

CO 

tO 


6 

cm* 

td 

r- 

o 

cd 

to 

00 

O 

CO 

to 

00 

o 

CO 

© 

GO 

rH 

CO 

© 

GO 

rH 


rH 

CM 

CM 

CM 

CM 

CO 

co 

CO 

CO 


Tt< 

H* 


tO 

to 

© 

© 

© 

© 

© 

© 



CO 


CM 

CO 

rH 

to 

o 


00 

CO 

p- 

CM 

CO 

rH 

to 

© 


00 

CO 


CM 

© 


to 


o 

cm 

td 


o 

CM 

•v* 


05 

CM 


P- 

05 

CM 


© 

© 

rH 


© 


rH 

rH 

(M 

CM 

CM 

CM 

CO 

CO 

CO 

co 

CO 





tO 

© 

to 

»o 

© 

© 

© 


o 

CO 

CO 

o 

CO 

CO 

o 

CO 

CO 

o 

CO 

CO 

o 

CO 

CO 

© 

CO 

© 

© 

CO 

© 

© 

CO 

CO 

to 


o 

cd 

Tt< 

h- 

05 

rH 


CO 

00 

rH 

CO 

td 

00 

© 

CM 

© 

r- 

© 




rH 

rH 

<M 

CM 

CM 

CM 

CM 

CO 

CO 

CO 

CO 



Tt< 


© 

to 

© 

»o 

tO 

© 


CO 


to 

CO 


00 

C5 

o 

rH 

CM 

CO 


tO 

CO 


00 

© 

© 

rH 

CM 

CO 










rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

CM 

CM 

CM 

CM 

CM 




The amount indicated includes side walls and ceilings Copyrighted 1900 



































NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH 9-FOOT 6-INCH CEILINGS 


392 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



The amount indicated includes side walls and ceilings Copyrighted 































NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH IO-FOOT CEILINGS 


PLASTER 


393 


22 

00 

40 

CM 

X 

40 

CM 

X 

40 

CM 

X 

40 

CM 

X 

40 

CM 

X 

«o 

CM 

X 

40 

X 

X 

x 


x 

d 

pH 

d 

o 

40 

o 


05 


X 

X 

X 

CM 

fsj 

CM 

d 


d 

40 

fH 

co 

CO 


N 

X 

X 

05 

05 

o 

o 

o 

fH 

FH 

CM 

CM 

X 

X 

T* 


40 

CO 










fH 

fH 

fH 

fH 

fH 

fH 

fH 

fH 

pH 

fH 

pH 

pH 

pH 

fH 


CO 

oq 


© 

40 

FH 

q 

CM 


X 

X 


O 

40 

fH 

O 

CM 


X 

X 


O 

21 

6 


05 


X 

X 


CM 

d 

fH 

40 

o 

40 

05 


X 

X 


CM 

d 


d 

40 

co 

CO 

CO 


t>* 

X 

X 

05 

05 

O 

o 

fH 

fH 

fH 

CM 

CM 

X 

X 



40 











fH 

fH 

fH 

fH 

pH 

pH 

fH 

pH 

fH 

pH 

fH 

FH 

FH 



X 

CO 

pH 

40 

o 


X 

X 


CM 

CO 

fH 

40 

o 


X 

X 


CM 

CO 

PH 

o 

X 

40 

cm 

CO 

CO 

CO 

pH 

40 

o 

X 

SS88 

X 

05 

05 

CM 

O 

CO 

o 

pH 

fH 

40 

fH 

o 

CM 

CM 

o6 

CM 

X 

X 

X 

CM 

d 

pH 

40 












fH 

fH 

pH 

fH 

pH 

fH 


pH 

fH 

fH 

pH 

pH 

05 

CM 

40 

X 

CM 

40 

X 

CM 

q 

X 

CM 

40 

X 

CM 

40 

X 

CM 

40 

X 

CM 

40 

X 

X 

40 

05 

X 

X 

CM 

d 

fH 

40 

05 


X 

CM 


FH 

40 

o 


o6 

X 



d 


40 

40 

CO 

CO 

t>* 


X 

X 

X 

05 

05 

O 

o 

fH 

pH 

CM 

CM 

CM 

X 

X 














fH 

FH 

fH 

pH 

rH 

pH 

pH 

fH 

pH 

fH 

H 

00 

CO 

oq 

pH 

X 

40 


o 

CM 


CO 

X 

fH 

X 

40 

l> 

O 

CM 


CO 

X 

pH 

X 

X # 

CO 

fH 

40 

05 

X 

X 

CM 

d 

o 


05 

X 

r- 

PH 

d 

o 

rti 

o6 

CM 



pH 

40 

40 

CO 

CO 

CO 

i> 


X 

X 

05 

05 

05 

o 

o 

fH 

pH 

CM 

CM 

CM 

X 

X 















fH 

fH 

pH 

fH 

pH 

fH 

pH 

fH 

fH 

pH 


pH 

X 

X 


40 

CO 

!>• 

X 

o 

fH 

CM 

X 


40 

CO 


X 

O 

pH 

CM 

X 


N 

o 

s 

X 

CM 

d 

o 


X 

X 


fH 

40 

05 

X 


pH 

40 

o 


o6 

CM 

d 

H 

40 

40 

CO 

CO 

r>- 


r- 

X 

X 

05 

05 

05 

o 

o 

pH 

fH 

CM 

CM 

CM 

X 

X 















fH 

FH 

pH 

pH 

pH 

fH 

pH 

pH 

pH 

CO 

40 

40 

pH 

40 

40 

40 

05 

40 

X 

40 

40 

fH 

40 

40 

40 

05 

40 

X 

40 

q 

fH 

q 

40 

40 

d 

q 

X 

q 

r>i 

q 

FH 

q 

40 

q 

05 

40 

X 

q 

q 



40 

40 

40 

CO 

CO 


t>- 

l> 

X 

X 

05 

05 

05 

o 

o 

pH 

pH 

fH 

CM 

X 

X 
















FH 

fH 

fH 

pH 

fH 

pH 

FH 

fH 

40 

o 

X 


CO 

40 


X 

CM 

H 

o 

X 

l> 

CO 

40 

Tt< 

X 

CM 

fH 

O 

X 



40 

X 

csi 

d 

o 


X 

CM 

d 

o 

X 


fH 

40 

05 

X 


pH 

40 

X 

CM 




TT 

40 

40 

CO 

CO 

CO 



X 

X 

X 

05 

05 

05 

o 

o 

fH 

fH 

FH 

X 

X 

















fH 

FH 

fH 

fH 

FH 

FH 

H 



CM 

o 


40 

X 

fH 

X 

CO 


CM 

o 


40 

X 

fH 

X 

CO 


CM 

O 

CO 


x 

CO 

o 

X 


fH 

40 

X 

CM 

CO 

o 



fH 

40 

05 

CM 

d 

o 


X 

d 

tH 



40 

40 

40 

CO 

CO 

CO 


t>» 

X 

X 

X 

05 

05 

05 

O 

o 

fH 

fH 

pH 

pH 


















FH 

fH 

pH 

pH 

pH 

PH 

CO 

X 

40 

X 

X 

40 

CM 

X 

40 

CM 

X 

40 

CM 

X 

40 

CM 

X 

40 

CM 

X 

40 

X 

X 

05 

X 


o 


X 

H 

40 

05 

CM 

CO 

o 

X 

r- 

fH 


X 

CM 

40 

05 

X 


fH 

X 

Tji 


40 

40 

40 

CO 

CO 

CO 



X 

X 

X 

05 

05 

05 

O 

o 

o 

fH 

pH 



















pH 

pH 

FH 

pH 

pH 


X 

X 


o 

40 

pH 

CO 

CM 

t> 

X 

X 


o 

40 

fH 

O 

CM 


X 

X 

Tf 

fH 


o 


X 

H 

40 

X 

CM 

40 

05 

CM 

o 

d 

X 


o 

rr 


FH 


X 

CM 

pH 

X 

Tfi 



40 

40 

40 

CO 

CO 

CO 



X 

X 

X 

05 

05 

05 

o 

o 

o 

H 




















fH 

fH 

H 

pH 



X 

CO 

pH 

40 

o 


X 

X 

t> 

CM 

CO 

pH 

40 

o 


X 

X 


CM 

o 

fH 

pH 


X 

pH 

40 

X 

CM 

40 

X 

CM 

40 

05 

CM 

CO 

05 

X 

o 

05 

X 

CO 

o 

X 



X 

X 




40 

40 

40 

CO 

co 

o 




X 

X 

X 

05 

05 

o 

o 

o 





















fH 

pH 

rH 


X 

40 

X 

CM 

40 

X 

CM 

40 

X 

CM 

40 

X 

Cl 

40 

X 

CM 

40 

X 

CM 

40 

X 

X 

o 

X 

40 

X 

CM 

40 

X 

CM 

40 

X 

CM 

40 

X 

CM 

40 

X 

CM 

40 

X 

CM 

40 

X 

CM 

pH 

X 

X 

X 




40 

40 

40 

CO 

CO 

o 




X 

X 

X 

05 

05 

05 

o 

pH 


CO 

X 

fH 

X 

40 


o 

CM 

Tt< 

o 

X 

pH 

X 

40 


o 

CM 


CO 

X 

fH 

X 

05 

05 

x 

CO 

05 

CM 

40 

05 

CM 

40 

X 

fH 

40 

X 

fH 


X 

fH 



o 




X 

X 

X 

X 



rt< 

40 

40 

40 

CO 

CO 

CO 




X 

X 

X 

05 

05 

05 


pH 

X 

X 


40 

CO 


X 

o 

fH 

CM 

X 


q 

CO 


X 

o 

H 

CM 

X 

r i 

X 


O 

X 

CO 

05 

CM 

40 

X 

CM 

40 

X 

fH 



o 

X 

d 

d 

X 

CO 

05 

X 


X 

X 

X 

X 

X 




40 

40 

40 

CO 

CO 

CO 


t> 

i> 

X 

X 

X 

X 

05 


40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 

40 


rt< 


o 

X 

CO 

05 

CM 

40 

X 

fH 



o 

X 

CO 

05 

CM 

40 

X 

pH 

rt< 



X 

X 

X 

X 

X 

X 

Tt< 



40 

40 

40 

CO 

o 

CO 

CO 




X 

X 

X 


o 

X 


CO 

40 


X 

CM 

fH 

o 

X 


CO 

40 


X 

CM 

pH 

o 

X 


CO 

o 

CM 



o 

X 

CO 

05 

CM 

40 

X 

o 

X 

CO 

05 

CM 

40 

X 

pH 


CO 

05 

CM 


X 

X 

X 

X 

X 

X 

X 




40 

40 

40 

40 

CO 

CO 

CO 





X 


T* 

X 

o 

r> 

40 

X 

fH 

X 

CO 


CM 

o 


40 

X 

fH 

X 

CO 


CM 

o 


40 

05 

CM 

40 


o 

X 

CO 

X 

fH 



o 

CM 

40 

X 

^4 

X 

CO 

05 

CM 

40 



pH 

X 

X 

CM 

X 

X 

X 

X 




40 

40 

40 

40 

CO 

CO 

O 

CO 





X 

40 

X 

X 

X 

CM 

X 

X 

CM 

X 

40 

CM 

X 

40 

CM 

X 

40 

CM 

X 

40 

X 

X 


d 

05 

x 

T* 


o 

CM 

40 

X 

o 

X 

d 

X 

fH 

Tf< 

CO 

05 

CM 

Tt< 


o 

CM 


pH 

>H 

CM 

CM 

CM 

X 

X 

X 

X 


rf 



40 

40 

40 

40 

CO 

CO 

CO 




X 

X 


o 

40 

rH 

CO 

X 


X 

X 


o 

40 

fH 

CO 

CM 


X 

X 


o 

CO 


CO 

05 

CM 

Tf< 

r^. 

05 

CM 

Tt« 


05 

CM 

40 

t>- 

o 

CM 

40 


o 

CM 

40 

X 


fH 

FH 

rH 

CM 

CM 

CM 

CM 

X 

X 

X 

X 




40 

40 

40 

40 

CO 

CO 

CO 

CO 


X 


40 

CO 


X 

05 

o 

pH 

CM 

X 


40 

o 


X 

05 

o 

fH 

X 

X 

















CM 

CM 

CM 

X 

X 


c* 


/ 


t The amount indicated includes side walls and ceiling3 Copyrighted J900 






































NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH IO-FOOT 6-INCH CEILINGS 


394 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



The amount indicated includes side walls and ceilings Copyrighted 




































NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH ll-FOOT CEILINGS 


PLASTER 


395 




q 

04 

rH 

o 

00 


CO 

iO 

Tf« 

X 

04 

rH 

o 

X 

P- 

CO 

to 


CO 

04 

00 

cd 

oo 

cd 

oo 

04 

d 

04 


04 


04 

P^ 

04* 

d 

rH 

d 


• 

CO 

• 

04 

CO 



00 

00 

05 

05 

O 

o 

rH 

rH 

04 

04 

X 

X 



IO 

lO 

CO 









t-H 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 


CO 


04 

o 


lO 

X 

rH 

X 

CO 


04 

o 


IO 

X 

rH 

X 

cO 


rH 

id 

d 

id 

o 

3! 

d 

Tti 

05 

X 

X 

X 

X 

X 

p- 

04 

p^ 

04 

d 

t-H 

d 

04 

CO 



00 

00 

X 

05 

05 

o 

o 

rH 

rH 

04 

04 

X 

X 

rP 


IO 

iO 










t-H 

rH 

rH 

rH 

T-H 

r-H 

rH 

rH 

rH 

rH 

T-H 

rH 


00 

q 

04 

00 

q 

04 

X 

iO 

04 

X 

IO 

04 

X 

IO 

04 

X 

to 

04 

X 

lO 

o 

04 

p^ 

cd 

d 

rH 

d 

o 

IO 

o 

Tt< 

05 

Ttl 

X 

X 

X 

04 

p^ 

04 

d 

t-H 

04 

CO 

CO 



00 

X 

05 

05 

o 

o 

o 

rH 

T-H 

04 

04 

X 

X 



lO 










rH 

rH 

rH 

rH 

t-H 

rH 

rH 

rH 

rH 

rH 

rH 

rH 


rH 

q 

04 


CO 

X 

Tf< 

o 

iO 

rH 

CO 

04 


X 

X 


o 

iO 

rH 

CO 

05 

o 


C5 

CO 

00 

04 

p^ 

04 

d 

rH 

lO 

o 


d 

cd 

X 

cd 

p^ 

04* 

d 


CO 

CO 

CO 



X 

X 

05 

05 

o 

o 

rH 

t-H 

r-H 

04 

04 

X 

X 


TP 











T-H 

rH 

rH 

t-H 

rr 

r-H 

rH 

rH 

rH 

rH 

rH 

CO 

CO 

p^ 

04 

CO 

r-H 

lO 

o 

Tt< 

X 

X 


04 

CO 

rH 

IO 

o 


X 

X 

l> 

p^ 

rH 

d 

o 

id 

d 


X 

04 


rH 

CO 

o 

IO 

05 


X 

04 

PtI 

t-H 

rH 

lO 

CO 

CO 




X 

X 

05 

05 

o 

o 

rH 

rH 

t-H 

04 

04 

X 

X 













rH 

rH 

rH 

rH 

t-H 

rH 

rH 

rH 

rH 

rH 


q 

00 

04 

iO 

00 

04 

lO 

X 

04 

IO 

X 

04 

IO 

X 

04 

IO 

X 

04 

iO 

X 

P- 


00 

cd 


rH 

CO 

o 


05 

X 

p- 

04 

CO 

o 

id 

d 

cd 

X 

04 

d 

rH 

lO 

1C 

CO 

CO 



X 

X 

X 

05 

05 

o 

O 

rH 

T-H 

rH 

04 

04 

X 

X 













T-H 

rH 

rH 

rH 

rH 

rH 

rH 

T-H 

rH 


P-; 

o 

04 

T* 

CO 

X 

rH 

X 

lO 


o 

04 

T* 

CO 

X 

rH 

X 

IO 


o 

CO 

rH 

d 

O 

Tt^ 

00 

04 


rH 

lO 

05 


X 

04 

d 

o 

id 

d 

cd 

Prl 

04 

T-H 

1C 

io 

CO 

CO 

CO 



X 

X 

X 

05 

05 

O 

o 

rH 

rH 

rH 

04 

04 

X 














rH 

rH 

rH 

rH 

T-H 

rH 

rH 

rH 


o 

rH 

04 

X 

T* 

q 

q 


X 

o 

rH 

04 

X 


IO 

CO 

P- 

X 

o 

rH 

iO 

05 

cd 

P^ 

T-H 

id 

d 

cd 

p^ 

rH 

CO 

o 


X 

04 

d 

o 


X 

cd 

P-I 

rH 

-T 

iO 

iO 

CO 

CO 

CO 


p^ 

X 

X 

05 

05 

05 

O 

o 

rH 

rH 

rH 

04 

04 















rH 

rH 

rH 

rH 

rH 

rH 

r-H 


04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 


CO 

o 


00 

04 

d 

O 

Tt< 

X 

04 

d 

d 

Tt< 

X 

04 

CO 

O 

Tf 

X 

04 


"T 

iO 

iO 

lO 

CO 

CO 


P^ 


X 

X 

05 

05 

05 

O 

o 

rH 

rH 

rH 

04 
















rH 

T-H 

rH 

rH 

rH 

t-H 

CO 


CO 

04 

rH 

o 

X 


CO 

IO 

rt< 

X 

04 

rH 

o 

X 

l> 

CO 

lO 


X 

CO 


t-H 

lO 

05 

04 

CO 

o 


X 

04 

d 

o 



rH 

id 

d 

cd 

p^ 


Tt< 


lO 

lO 

lO 

CO 

CO 




X 

X 

05 

05 

05 

o 

o 

o 

rH 

rH 

















rH 

rH 

rH 

rH 

rH 


CO 

rt< 

04 

O 


lO 

X 

rH 

X 

CO 

Tt< 

04 

o 


lO 

X 

rH 

X 

CO 

T* 

04 

O 

** 

00 

04 

iO 

05 

X 

1^ 

o 


X 

04 

d 

d 

X 


rH 


X 

04 

t— < 

-T 

rt< 


iO 

lO 

IO 

CO 

CO 



I- 

X 

X 

X 

05 

05 

o 

o 

o 

t-H 


















t-H 

rH 

rH 

t-H 


00 

iO 

04 

00 

IO 

04 

X 

IO 

04 

X 

lO 

04 

X 

lO 

04 

X 

lO 

04 

X 

lO 

rH 

p^ 

rH 

1-0 

00 

04 

CO 

05 

X 

1^ 

o 


X 

rH 

IO 

d 

04 

CO 

o 

X 

p^ 

rH 

CO 




iO 

iO 

IO 

CO 

CO 


1> 


X 

X 

X 

05 

05 

o 

o 

o 

• 


















r-H 

rH 

rH 


rH 

CO 

04 

P- 

CO 

X 

rt< 

o 

IO 

t-H 

CO 

04 

p- 

X 

X 

Tt< 

o 

IO 

rH 

CO 

o 

lO 

00 

04 

»o 

05 

04 

CO 

o 

X 


o 

Tt< 


rH 

Tt< 

X 

04 

IO 

05 

04 

T-H 

CO 

CO 




iO 

lO 

CO 

CO 

CO 

b* 


i> 

X 

X 

X 

05 

05 

05 

O 

rH 


CO 


04 

CO 

rH 

IO 

o 


X 

X 

p- 

04 

CO 

rH 

IO 

o 

Tt< 

X 

X 


05 

04 

iO 

05 

04 

CO 

05 

X 

CO 

05 

X 

CO 

o 

X 


o 



o 


P^ 


CO 

CO 

CO 

TP 



iO 

IO 

IO 

CO 

CO 




X 

X 

X 

05 

05 

05 


ic 

00 

04 

IO 

00 

04 

IO 

X 

04 

IO 

X 

04 

iO 

X 

04 

IO 

X 

04 

IO 

X 

00 

05 

Ol 

d 

C5 

04 

CO 

05 

04 

CO 

05 

04 

CO 

05 

04 

CO 

05 

04 

CO 

05 

04 


04 

CO 

CO 

CO 

TP 


TP 

IO 

IO 

lO 

CO 

CO 

CO 




X 

X 

X 

05 


P- 

O 

04 

Tt< 

CO 

X 

H 

X 

iO 


o 

04 

rt< 

co 

X 

rH 

X 

IO 


o 

p^ 

CO 

o 

CO 

CO 

05 

04 

CO 

05 

04 

IO 

05 

04 

IO 

X 

rH 

lO 

X 

r 


X 


04 

CO 

CO 

CO 

CO 


Tt< 


lO 

lO 

IO 

CO 

CO 

CO 




X 

X 

X 


o 

t-H 

04 

CO 

T* 

lO 

CO 


X 

o 

rH 

04 

X 

rP 

q 

CO 


X 

o 

rH 

CO 

Tt< 

p^ 

o 

CO 

CO 

05 

04 

iO 

X 

04 

IO 

X 

rH 

TtH 


o 

X 

CO 

o 

cd 


04 

04 

CO 

CO 

CO 

X 

Tfi 



lO 

lO 

IO 

CO 

CO 

CO 


P-. 

p^ 

X 

X 


04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

04 

iO 

T-H 

rf< 


o 

CO 

CO 

05 

04 

lO 

X 

rH 

TH 

p- 

o 

cd 

CO 

05 

04 

IO 

X 


04 

04 

04 

CO 

CO 

X 

X 



rH 

IO 

*o 

IO 

CO 

CO 

CO 

CO 


p- 



T* 

CO 

04 

t-H 

O 

X 

p^ 

CO 

IO 

Tt< 

X 

04 

rH 

o 

X 


CO 

iO 


X 


00 

—i 

rfi 


o 

04 

lO 

X 

rH 


p- 

o 

X 

d 

X 

rH 



o 

cd 


t-H 

04 

04 

04 

CO 

X 

X 

X 

TfH 


T* 

iO 

iO 

iO 

IO 

CO 

CO 

CO 

p- 

p^ 


CO 


04 

O 


lO 

X 

rH 

X 

CO 


04 

o 

p^ 

»o 

X 

t-H 

X 

CO 

tp - 

CO 

t d 

00 

t-H 

Tf< 

CO 

05 

04 

IO 


o 

cd 

d 

d 

rH 


p- 

o 

04 

»o 

X 



rH 

04 

04 

04 

04 

X 

X 

X 

TH 

TH 


T*< 

lO 

IO 

IO 

CO 

CO 

CO 

CO 


CO 


d 

CO 

p^ 

X 

05 

o 

rH 

04 

X 


to 

CO 


X 

05 

o 

rH 

04 









iH 

rH 

rH 

rH 

rH 


rH 

rH 

rH 

rH 

Ol 

04 

04 




0 » 


i 


The amount indicated includes sidewalls and ceilings Copyrighted 






































NUMBER OF SQUARE YARDS AND FEET IN ROOMS WITH 12-FOOT CEILINGS 


396 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



o 


os 

CO 

Tjt 

to 

co 

h»OHNMt)iiO 

© 

tH 00 o .H 

22 

tit 

tH 

Os 

tH 

s 

& 

00 

ti< 

Os 

os 

OS 

S8 

rH rH 

tH 

rH 

rH 

OtSOtOOtO 
OS OS CO CO ^t 

© 

© 

rH 

© 

© 

rH 

© 

© 

rH 

© rH 
© |H 
rH rH 


© 

o 

o 

o 

o 

o 

o 

O 

o 

o o o o o o 

q 

© 

© 

o © 

e3 

I> 

cd 

00 

8 

OS 

CO 

05 

o 

rH 

8 

rH 

S 

(O H CD H (D H 

>H OS OS CO CO Tjt 

© 

■tit 

© 

© 

© 

rH © 

© © 


o 

00 

rn 

co 

to 

tj< 

co 

OS 

rH 

O 00 N CO to tft 

q 

OS 

rH 

© 00 

20 

00 

CO 

OS 

fn 

r>. 

OS 

00 

00 

05 

t-i 

os 

§ 

l> 

O 

CS cO ft cO H co 

rH rH OS CN CO CO 

Tit 

cd 

Tt< 

© 

cd © 

© © 

rH rH 


o 

tH 

to 

CO 

tj< 

00 

CO 

tit 

OS 

o n to w h oo 

© 


OS 

© t> 

05 

rH 

© 

CO 

OS 

CO 

tf 

I> 

OS 

tH 

2! 00 

CO 

os 

co 

OS 

CO 

o 

CO ci N OS N H 
O rH rH OS OS CO 

rH rH rH rH tH r-* 

CO 

CO 

T* 

CD 

tit 

r-t © 

© © 


o 

CO 

CO 

o 

CO 

CO 

o 

CO 

CO 

o q q o co co 

© 

© 

CO 

© © 

00 

OS 

CO 

co 

CO 

tH 

co 

tH 

§ 

to 

00 

O 

OS 

£ 

OS 

OS 

■ii 00 M O0 OS N 
O O H H os OS 

rH rH rH rH rH rH 

OS 

CO 

CD 

co 

rH 

rH 

T* 

rH 

cd © 

tit © 


o 

to 

rH 

CO 

OS 

t- 

CO 

00 

tit 

o q h q os n 

q 

00 

tit 

© © 

rH 

os 

© 

CO 

CO 

00 

CO 

OS 

tH 

00 

CD 

00 

§ 

to 

OS 

6 tjt os co oo os 

O O O rH rH OS 

rH rH rH rH rH rH 

IH 

OS 

CO 

cd 

co 

r-H © 
til til 

rH rH 


© 

tit 

00 

CO 

tH 

OS 

co 

H 

q 

o tjt oo » n cs 

© 

rH 

© 

© tit 

© 

CO 

to 

o 

CO 

CD 

OS 

CO 

CO 

t- 

00 

In 

os 

00 

o5 

os 

co 6 tjt oi co oo 

OS O O O »H rH 
rH rH rH rH rH 

OS 

OS 

rH 

t-i 

OS 

CO 

cd o 
co tit 


o 

CO 

q 

o 

CO 

CO 

q 

CO 

q 

o co q © co q 

© 

q 

© 

© q 


CO 

40 

40 

© 

CO 

CO 

© 

J2 

C5 

!>■ 

s§ 

N 

oo 

os © © to © CO 

© © © © © rH 

*H rH rH rH 

GO 

rH 

oi 

os 

CD 

OS 

r-t © 

CO CO 


o 

<N 

t* 

CO 

00 

rH 

CO 

to 

q 

© OS tit q 00 rH 

CO 

© 

tH 

© OS 

•t* 


00 

to 

oi 

CO 

s 

^i 

l* 

to" 

tH 

OS 

tH 

CO 

00 

00 OS CD © tit os 
00 © © © O © 

cd 

rH 

t-i 

OS 

rH 

cd © 
os co 

CO 

o 

r-t 

cs 

CO 

Tit 

q 

q 

tH 

oo 

o h cs « tjt to 

© 


00 

O rH 


rH 

40 

to 

to 

© 

to 

CO 

CO 

IH 

CO 

Ch 

© 

OS 

tH 

■tit oo os © © tit 
00 CO © © o o 

8 

csi 

CO 

H 

rH © 

OS OS 


o 

o 

o 

o 

o 

o 

o 

o 

o 

© © © © © © 

© 

© 

© 

© © 

OS 

t* 

t* 

00 

t* 

Os' 

tO 

CO 

to 

s 

3 

30 

CO 

OS 

t- 

CO 

t> 

8 S 8 S! 8 8 

Tjt 

o 

00 

© 

os 

rH 

cd © 

rH OS 
rH rH 


o 

00 


CO 

to 

tit 

CO 

OS 

rH 

o oo n q q tt 

CO 

OS 

rH 

© 00 

H 

t* 

tit 

t* 

00 

tjt 

qs 

to 

CO 

to 


00 

CO 

OS 

tH 

d OS CO N rt to 
tH tT 00 00 © © 

§§ 

ci 

r-i tit 
?H rH 
rH rH 


o 

tH 

to 

CO 

rH 

00 

CO 

tit 

os 

© tn q q rH q 

© 

til 

os 

© tH 

o 

cd 

CO 

t* 

to 

tjt 

OS 

t* 

cd 

to 

CD 

to 

6 

CO 

£ 

00 

CO 

os © © cd t^ © 

tH tH tH 00 00 © 

Tit 

© 

cd 

© 

oi 

© 

cd d 
© © 


o 

co 

q 

o 

CO 

CO 

o 

CO 

CO 

o © co © © CO 

© 

© 

q 

© © 

d 

ID 

CO 

00 

CO 

cs 

co 

tjt 

os 

CO 

to 

t'i 

to 

OtttOOfttOOSOSCO 

COCOCONNNWOO 

8 

cd 

© 

t-i 

© 

££ 


o 

to 

rH 

CO 

CS 

tn 

CO 

00 

-it 

q q r-t © os »> 

q 

00 

tit 

© © 

00 

OS 

CO 

© 

CO 

© 

CO 

cs 

tjt 

CO 

tjt 

OS 

tit 

s 

CD 

»o 

6 

CO 

Tjt N H Tii » ri 

CO © tH tH tH 00 

© 

oo 

8 

© 

CD OS 
© © 


o 

tjt 

00 

CO 

tH 

OS 

o 

o 

to 

© Til 00 CO tH OS 

© 

rH 

© 

© tit 

tH 

s 

OS 

CO 

to 

CO 

OS 

CO 

OS 

tit 

CO 

tit 

OS 

tit 

COCOOCOCDOMN 

tOiOCOCOCDNNN 

3 

oS 

tH 

00 

r4 Tjt 
© © 

<o 

o 

CO 

q 

o 

q 

q 

o 

W 

q 

oqqoqq 

© 

q 

© 

© q 


CD 

OS 

os 

OS 

oi 

co 

CD 

CO 

OS 

CO 

oi 

ttt 

CD 

tit 

OS 

•ttt 

oi 

to 

© © os © © os 

© © © © © tH 

© 

tH 

© 

tH 

oi 

00 

cd os 

00 00 


O 

OS 

tt< 

CO 

00 

rH 

CO 

to 

tH 

© OS Tjt © CO rt 

q 

© 

tH 

© q 

© 

CO 

OS 

s 

OS 

OS 

oi 

CO 

to 

CO 

os 

co 

OS 

tit 

to 

ti< 

oi 

tit 

OS © GO r-t Tjt CO 
© © © CD © © 

tH 

s 

t-i 

tH 

r-t tit 

00 00 


O 

rH 

OS 

CO 

tt< 

q 

co 


00 

© rH os q tit © 

© 

tH 

00 

© rH 

T* 

8 

23. 

CO 

OS 

OS 

CS 

OS 

CO 

to 

CO 

00 

CO 


•it 

ti< 

00 r-t Tit tH © cd 
tit © © © CO © 

CD 

© 

© 

© 

OS 

tH 

cd oi 

tH tH 


o 

o 

o 

o 

o 

o 

o 

o 

o 

oqqoqq 

o 

© 

© 

© © 


N 

rH 

8 

co 

Cl 

CO 

OS 

os 

OS 

oi 

CO 

to 

CO 

00 

CO 

tit 

Tit tn © CO CD © 
tit Tit © © © © 

oi 

© 

© 

© 

8 

rH Tit 
tH tH 


W^fflONOOOOHNMTjiiOCSOOadHN 

hhhhhhhhhhnnn 


The amount indicated includes side walls and ceilings Copyrighted 1900 
































CHAPTER XI 

WOODWORK 

The Square Tables from 1 to 11 necessarily give averages which 
are ordinarily close enough for valuations. The following Labor 
Tables from A to H give actual records by which the Square Tables 
can be compared if desired. Practically every item in a building 
connected with woodwork is covered. Such Square Tables as 4, 5, 
and 6 show the quantities required for covering of all kinds. 

The numbers, such as No. 10, No. 12, No. 4, refer to the build- 
ngs from which records were taken. 


TABLE A 
Carpenter Labor 


Description 

Ft B M for 
two men 
in 8 hours 

Description 

Ft B M for 
two men 
in 8 hours 

No. 10, frame, all lum¬ 


No. 4, joists and sizing 

800 

ber, average. 

550 

Plank floor in a 


No. 10, if with plain 
fronts. 


warehouse.. 

1,000 

750 

Bridging, 2"X4". 

300 

No. 12, brick, all lumber 
except flooring 

800 

Bridging, 1"X4" or 
1"X3". 

150 

No. 4, brick, warehouse 
work. 

950 

No. 7, brick, sleepers, 
6"X8", 60,000 ft.... 

1,500 

Heavy masonry ware¬ 
house mill construc¬ 


No. 7, 3"X6" plank 
floor, 190,000 ft. 

2,133 

tion . 

1,000 

No. 7, purlins on roof, 
60 ft high. 


Heavy, plain, two- 


800 

story warehouse, 2-in 
flooring on roof, plank 


No. 7, purlins on an¬ 
other roof. 

1,060 

under floors, all lum¬ 
ber except upper floor 

770 

Plank flooring covering, 
2 in on above pur¬ 


No. 3, stone and brick, 


lins . 

920 

for first 3 floors 

1,000 

800 

Sheeting for floors. 

1,600 

No. 3, 4th and 5th floors 

Sheeting under best con¬ 

1 

ditions . 

2,000 


397 



























398 APRPAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE A —Continued 


Description 

Ft B M for 
two men 
in 8 hours 

Description 

Ft B M for 
two men 
in 8 hours 

No. 3, sheeting on roof. 

1,000 

Studding for frame 


Sheeting on average 


house, 2"X4". 

500 

frame building. 

1,000 

Studding for frame 


Sheeting on long 


house, 2"X6". 

700 

stretches buildings... 

1,400 

Sill and plates, plain, 


Sheeting laid diag¬ 
onally on walls, add 


6'X8". 

Sill gained for joists at 

640 

25 to 30 per cent; 
on floors, 10 per cent. 
Rafters for plain gable 


16-in centers. 

Warehouse platform on 
posts with heavy gir¬ 

214 

roof, 2"X6". 

Rafters for hip roof 

600 

ders and joists. 

Same, under better than 

800 

2"X6". 

250 

average conditions... 

1,000 

Roof boards on plain 


Board fence. 

720 

gable roof. 

1,200 

Laminated work. 

1,200 

Roof boards on hip roof 

800 


to 

1,600 


Trusses 



j (smoothed 
chamf’rd) 


(smoothe 1 
chamf’rd) 

Howe trusses, 6X60'... 

100 

Trusses B, dressed and 
chamfered. 


Trusses A, light. 

360 

200 

Trusses B, light. 

270 

Trusses A, heavy, d and c 

200 

Trusses A, heavy. 

300 

Trusses B, heavy, d and c 

150 

Trusses B, heavy. 

200 

Scissor trusses C, all 


Trusses A, dressed and 
chamfered. 

250 

smoothed and finished 

128 


These figures are given for all trusses made and erected in place. 
With them, as with other work, more can be done when there are a 
reasonable number than when there are only a few. A short roof 
might require only two trusses, and they cost more proportionately 
than when there are six, as most of the trouble comes when laying 
out the first one. 

No allowance is made for building scaffolding, upon which the 
trusses are made. 






































WOODWORK 


399 


The hoisting, when the scaffold is level with the walls, is not so 
very difficult. The shape of the truss counts in the raising, as a Howe 
only 8 ft high is easier to handle than a scissor at 30 ft. Thus the 
number of feet B M is not a safe guide. 

Approximately, three-fourths of the total time would be making 
and one-fourth raising. Most of the raising can be done with 
common labor. 

Description. Truss A, like two rafters with tie at bottom, 3 rocfs, 
2 to 6 struts, span from 25 ft to 60 ft, peak or short level beam on 
top. 

Truss B, strong enough to hang a floor to. Lower and upper 
chord, 6 braces and tie rods. Also a Howe with 8 to 19 struts and 
rods. 


Porch Work 


Description 

i 

Hours for 
one man 

Description 

Hours for 
one man 

Porch post, ordinary, 
setting. 

U 

Porch rail, ordinary, 
square balusters, 1^ 
in and \\ in apart, top 
rail about 3"X4", for 
20 lin ft. . . 


Porch post, at wall, set¬ 
ting . 

Porch post, stay-locked, 
20"X18' to 24"X20' 

z 

2 

8 

6 

Balustrade, heavily 
molded, for each 10 ft 

8 


TABLE B 

Labor on Ceiling, Wainscoting, and Siding 


Description 

Squares, 
two men 
in 8 hours 

Description 

Squares, 
two men 
in 8 hours 

Wood ceilings on stores 


Plain 4-in, mitered. . . . 

2 

—bad for fire risk. . . 

3 

Drop siding with cas¬ 


Wainscoting on all walls 


ings and corner boards 


of No 12 3 ft 

Sb 

nailed on face. 

4 

Plain 6-in siding, 4\ in 

J 2 

Same with joints butted 

3 

to weather. 

4 h 




Under fair conditions with long walls, and few openings, the drop 
siding can be put on much faster. 



























400 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 

TABLE C 


Labor on Shingling 


t Description 

Two men in 8 hours 

Number 

Square 

Plain roofs, average exposure of 4| in.. 

4,400 

5 

Cut-up roofs. 

3,080 

3£ 

Plain side walls. 

2,640 

3 

Difficult side walls. 

1,760 

2 


Under the best conditions with favorable weather good workmen 
might exceed these allowances from 10 to 30 per cent. 

If numbers are figured instead of squares the exposure does not 
matter. 

Some good records have been made with the automatic nailer of 
the Pearson Mfg. Co., Robbinsdale, Minn. Two men put down 
1,000 per hour on one contract, and another two 38,000 in 28 hours, 
or 1,357 per hour. This on roofs, but too fast for good work. 


TABLE D 
Labor on Base 


Description 

Linear feet 
per man 
for 8 hours 

Description 

Linear feet 
per man 
for 8 hours 

YP in a building with 


No. 3, four stories, one- 


many pilasters, 3- 


piece YP, scribed to 


member. 

50 

floor. 

80 

Hardwood, 3-member, 


No. 9, birch, 1-piece, no 

average miters on one 


fitting to floor, which 


story of No. 3. 

50 

was cut between.... 

100 



Plain quarter-round base 

100 


Under good conditions these figures might be exceeded 40 per cent. 























WOODWORK 


401 


TABLE E 

Labor on Doors, Windows, and Blinds 


Description 

Hours 

Description 

Hours 

Window frames, putting 


Same in hardwood. 

13 

together on bldg. 

U 

Pair of sliding doors 


Window finishing com¬ 
plete, pine, frame bldg, 
pln.rnp.st kind . 

5 

complete, no framing 
of partitions, pine, 
heavy. 

30 

Same in oak, plain. 

6f 

Same in oak or mahog¬ 

Same in brick bldg, pine 

6f 

any. 

40 

Same in brick bldg, oak 


Pair outside doors, pine, 
6'X8' complete. 


plain. 

9 

10 

Window,30-lt,10" X14", 

Same in oak. 

14 

no inside finish. 

7 

Railroad shop double 


Window,60-lt,10" X14", 
no inside finish. . 

10 

doors, extra heavy, 
12'8"X18'4". 

32 

Transom fixed. 

1 

Sliding barn door, sin¬ 

Transom, hung. 

Door complete, includ¬ 
ing grounds, common 
style with transom.. . 

If 

10 

gle, 12'X18'. 

Outside blinds, if fitted 
before frames are set, 
per pair. 

18 

Door, birch, no transom 

7 

Same after frames are 


Door, pine, no transom, 


set. 

1 

common If in. 

5 

Plain inside blinds, pine 

3 

Door, swinging, pine... 

Door, yellow pine, 
school, 10 ft high, 
wide panel jambs, in¬ 
side, transom. 

4 

Same hardwood. 

5 

10 
































402 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE F 
Extras 


Description 

Linear feet 
in 8 hrs for 
one man 

Description 

Linear feet 
in 8 hrs for 
one man 

Wood inside cornices, 


Plate rail, no plugging. . 

50 

oak, 6-in to 8-in 


Chair rail, no plugging. 

160 

board, picture mold, 
small mold, no plug- 
cfine: . 

100 

Panel strips, under chair 
rail, no cross work, 40 
pieces at 5 ft. 

200 

Above when 2 in to 3 in 

Chair rail with one line 


out from wall. . 

60 

of cross panels. 

120 

Main beams between. . 

40 

Chair rail with loose 

Cross beams. 

50 

mold, paneled at top, 


With short runs and 


best work.. 

80 

many miters and pan¬ 
els.. . 

25 

Choir and altar railing, 
put together at mill. . 

30 

With heavy beams and 
best class of work, 
long runs.. 

20 

Wainscoting, oak, put 
up at mill, long 
stretches. 

25 . 

Heavy beams, best 
work, and short panels 

15 

Above, short lengths, 
miters. 

20 

Plate rail, no plugging. . 

70 




TABLE G 

Special Installations 
Allowed on basis of two men in days of 8 hours: 


Description 

Days 

Description 

Days 

Sideboard, knockdown, 


Sideboard, as above. . . 

2 

ash. 

8 

Kitchen and pantry 


Sideboard, oak, K. D... 

6 

cupboards, to put in 


Bookcase, put together, 
putting on base, etc.. 

x ! 
2 

place, hang doors, fit 
hardware. All, from 


For buffets and china 
closets. 

j 

bookcase down, put 
together at mill. 

11 

Allow extra if doors are 
not hinged and locks 
fitted. 

1 

<> 

Setting mantel, put to¬ 
gether at mill. 

Mantel. 

A 4 

1 

2 

3 

Sideboard to put in re¬ 

& 

Console. 

i 

h 

cess, case, hang doors, 
and put on drawer 
pulls. 

H 

Colonnade opening, 
complete with casings, 
and jambs, and base. 

1 











































WOODWORK 


403 


TABLE H 
Labor on Floors 


Description 

Square^, 
two men 
in 8 hours 

Description 

Squares, 
two men 
in 8 hours 

Yellow pine, 3f-in face, 


Oak, 2f in, best work, 


laid on sheeting, pa- 


with border, ft in • 


per put down, joints 


(This was laid with 


only smoothed. 

4 

special designs, and 


No. 3, same, all six 


joints glued.). 

1 

2 

stories well smoothed 


YP on under floor, 5f-in 


and sandpapered by 


face, no smoothing.. . 

5 

hand. 

3| 

Same laid on bare joists 

7 

Same laid on bare 


Same on plain pitched 


joists, no smoothing. 

6 

roof. 

4 

Maple, square-edged, 


Oak, plain, straight 


3^ in. 

44 

work, 2f-in face, ft) 


Warehouse on under 


smoothed. 

3 

floor, 3f in, plain 


Same with bay window, 


work 

5 

etc.. 


No. 9, cut in between 


Same for straight work, 

base, well hand 


in thick. 

3! 

smoothed and sand¬ 


Same with bay window, 


papered 

3 

etc., ye in. 

3 

No. 9, in small rooms, 


Oak, plain, straight 


no floor mold. 


work, ft"Xlt" face. 

2f 

Maple, tongued and 


Same with angles, as in 


grooved, warehouse, 


bay window. 

n 

no smoothing, 2f-in 


Allow f sq extra if in. 


face. 

4 

For hand planing oak, 


Maple for houses and of¬ 


and sandpapering 


fices, well smoothed 


only, average quality 

4 

by hand, 2f in. 

2 

For a finer class of work 

3 

Maple, If-in face, 


Herringbone oak, ft in. 


smoothed (all above 


best work, laid, 


flooring is ft in). 

U 

smoothed and pa¬ 


Smoothing old maple by 


pered . 

1 

hand. 

2 

































404 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Parquetry 

The 2|-in oak already given ran to \ sq per 8-hour day for 2 
men, complete. This was all laid in separate and short pieces. 
In such work much depends upon the detail. Many of the pat¬ 
terns come glued together in hexagons, borders are ready to lay, 
and this makes the work much easier than if in separate pieces, as 
herringbone. But if angled bay windows, projecting sideboards, 
hearths are to have border mitered around extra time is required. 
The filling in of ordinary fields comes under ordinary average time. 

In the large eastern cities floor layers get from 90^ to $1.20 an 
hour. In these cities it has been found that the cost of laying thin 
parquetry and wood carpet squares runs from 10^ to 18j£ per square 
foot on medium-sized rooms. A fair average is from 14j£ to 18j£ 
for laying, scraping, filling, shellacking, and waxing. 

The following is for laying, smoothing, and sandpapering: 



Lin ft for 


Lin ft for 

Description 

two men 

Description 

two men 

in 8 hours 

in 8 hours 

Borders, mounted, 
straight work 4” XA" 


Border, mounted, 


300 

straight 12" X^". • . 

150 

Same, straight work, 


Border, mounted, 
straight 12" XM"...* 
Allow extras as before. 


4"XH"*. 

275 

130 

Border, mounted, 
straight S^X^".. .. 

200 

Border, mounted, 
straight 16" X&". . . 

120 

Border, mounted, 
straight 8"XM" 

180 

Border, mounted, 


Allow extras as for the 


straight 16" X W' • • • 

100 

4-in. 


Allow extras as for the 




others. 



* Border unmounted, and If" separate, allow 10 per cent less linear feet. 
Where angle work and mitering is found allow from 10 to 40 per cent extra time. 


Caution. In building, as in all lines, better results are to be had 
by the division of labor. In large cities there are tradesmen who do 
nothing but framing, others lay floors, and some pass their lives 
hanging doors. When living in New York I found that the experts 
were expected to do twice and sometimes three times as much as 
ordinary carpenters. The tables are made out from work done by 
good tradesmen, but not by what the New Yorkers call “lumpers.” 
If anyone thinks it well to double the allowance for eight hours the 
way is open, but it is not always wise to expect too much. See 
Index for door labor. 











WOODWORK 


405 


Stairs. Setting only is allowed—not millwork. But which style 
shall be selected. I have known 2 men to set a stair in a forenoon 
and again, work on another for about 2 weeks. 

On No. 12, with regular school stair, double flight, ceiling rail, 
about 6 ft wide, 3| to 4 days for 2 men. 

On No. 2 it took 233 hours for 1 man to set and finish 3 flights of 
oak stairs about 5 ft wide, with continuous rail. 

On No. 9, with oak stairs, of a better design, it took 300 hours for 
1 man to set 3 flights. Platforms allowed in framing lumber. 

For a long box stair, without landing, 1 to 1£ days for 2 men. 
Box stair for cellar or attic, about the same if winders are used. For 
a plain 6- to 8-room house, 2 to 3 days. For a fine stair to a house 
of 8 to 10 rooms, 6 days. 

Guess the rest; and remember that although the estimate may 
not be mathematically correct, you may add to or deduct from a 
reasonable percentage on complete bid enough to build the stair 
complete. While admitting that an estimate should be as nearly 
correct as possible, why insist on absolute accuracy on one small 
item, and then make a wild guess at the profit? 

Revolving Doors. On a plain style allow 40 hours for installation, 
and from that up to 80. 

Steel Doors. These are largely used for warehouses, rolling up 
to the top. For a 10'X10' size, delivered, $200. Installation, 2 
men per day, per opening. These figures for 1922. 

Store Fronts. For an ordinary 21-ft width with recess door and 
two show windows, allow 4 to 5 days for 2 men, or in all, 64 to 80 
hours. Some fronts require twice as long, and this without going 
into high-class work. 

Costs per Square of 100 Sq Ft without Profit 

Basis. In order to get the cost of a square it is best to take a 
larger surface and divide. The number of extra joists or studs 
can be had in this way. The tables in this chapter are therefore 
based on a space 22'X100, or 22 sqs, and 7 extra joists are allowed 
for doubling, etc. 

Lumber. This is shown at various prices, ranging from low-year 
figures to war rates. In cases where Original Cost is necessary 
in valuations the low figures are often required. The quantity 
of lumber is given for each square, and it is thus easy to get the 
total for any price, as the labor per 100 is also given. 

In the 2X6 list, for example, at 12-in. centers, joists and bridging 
make up 128 ft B M. If the cost of a square at $53 lumber is 
wanted add this amount to $25 per 1,000, the labor rate given, and 
multiply equals $9,984, or $10 for practical purposes. Or the Lumber 


406 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


cents column can be used: For each dollar rise in the price of lumber 
13 i is to be added to the rate for $50; for example, equals 39^ 
extra equals $9.60 and 39 equals $9.99. 

A deduction is made in the same way. If a $48 lumber figure is 
wanted the deduction from the $50 rate is 26^ equals $9.34. The 
128 ft B M multiplied by $48 and $25 for labor equals $9,344. 

Labor. This is based on $1 per hour per carpenter, and 2 men 
in 8 hours equals 16 hours of labor. By using this figure the number 
of dollars gives the number of hours, and this is an advantage. 
In the 2X6 list $25 per 1,000 means that 25 hours are required to 
put 1,000 ft B M in place. Any rate of wages can be applied to 
the hours. If the rate is 80^ the 1,000 total is $20 instead of $25; 
if 60^, $15; if 50^, $12.50. 

But the last column gives the number of cents to be added or 
deducted for each 1^ of difference in the hourly rate of wages. 

Example. In the 2X6 list, 24-in centers, the Labor cent column 
per square gives 2. If wages are $1.10 per hour, an addition of 
20^ per square must be made; and if 75^ is the rate, 2 X25 equals 50^ 
must be deducted per square. 

Combination. Assume a change in both lumber and labor, 
where the table does not show total: Take 2X10 joists set 20-in 
centers with lumber at $63 per 1,000 and labor at 87£ per hour. 
How much per square? The ordinary system may be followed by 
multiplying 135 ft B M by $63, equals $8.51; the table rate is $20 
per 1,000 for labor, which equals 20 hours at the basis of $1; 
20X87 i equals $17.40X135 equals $2.35, plus $8.51 equals $10.86, 
the total per square. 

Following the table method and taking $60 lumber the shortage is 
$3 per 1,000. For each dollar of difference in price of lumber the 
cents column shows 14 to be added or deducted: 3X14 equals 42j£. 
Adding this to the $10.86 equals $11.28. 

The figures vary a trifle because decimals are not carried out, 
and because of extra allowances. The 14j£ for lumber should be 
13^, as the total feet figure is 135. 

Labor Cents. To explain the column with this heading take as an 
illustration 2X10 joists set 22-in centers equals 126 ft B M. At 
$1 extra for lumber the lumber cents column should be 12.6 instead 
of 13. The labor on 126 ft at the rate given of $20 per 1,000 comes 
to $2.52. Adding for l^f extra per hour and raising $2.52 in the 
proportion of 100j£ to 101^ the total is 2.5452^. The difference 
between the one and the other is 2.52^. But as one decimal is 
enough the figure is set at 2.5 extra per square for each 1£ rise in 
labor per hour. 

In this case lumber and labor figures are not exact to a fraction 
and this is not required on square valuations. Whenever $20 per 


WOODWORK 


407 


1,000 for labor is used the labor cents multiplied by 5 should equal 
the lumber cents. The first two lines in the 2 X14 list are exact with 
both lumber and labor, and five times the labor equals the lumber. 

Bridging. The number of linear feet per square is given, and 
either 1 X4 or 2 X4 may be used. The 1X3 costs as much for labor 
as the 1X4, and is not so good. The 2X2 should not be used. 
But while the linear feet are given, the figures are included in the 
totals as if B M. This means that with the 1X4 only a little 
more than a third of the allowance is required, and with the 2X4 
two-thirds. Sufficient lumber is thus allowed for bracing the joists 
and for waste of this small material. In the space of 22X100 two 
rows are used, equaling 200 lin ft. This gives a fair average. See 
Bridging Table for price per linear foot or square if required. 

In Table 10 it will be noticed that there are two cost lines— 
(1) and (2), even for the same size, centers, and depth of joists. 
In (1) the regular space of 22'X100' is assumed for calculation, and 
this means two rows of bridging, or 200 lin ft for 22 sqs. But 
there are floors in dwellings, etc., with only 8 ft and 9 ft clear spans, 
and where bridged there are more linear feet to the square, and 
bridging should, of course, be taken by the linear foot, although 
for valuation the square system is best, as no one can tell how the 
lines are laid out. The cost under (2) is for this kind of work. The 
difference is so small that (2) might as well be taken for (1). In 
half the lines (2) is not figured out, but enough are given to show 
the additional cost. 

Extras. The figures in the tables are for joists and bridging only 
in place. Stirrups, anchors, nails, are not included. Stirrups are 
shown in Millwork Construction table, but must be added or omitted 
as desired. Profit is not allowed, but net cost on basis as given. 
In figuring up a building it is always best to add profit at end of 
total and not on each separate item. 

Nails. Most nails are required on the joists set closest together. 
The allowance is for 12-in centers, and for frame buildings, with 
nailings at both ends of joist. For joists, bracing, and bridging 
allow 55 lbs to 22 sqs, or 2§ to 3 lbs to square at whatever the local 
price is, and add this to the total lumber figure in place. For a 
masonry building lbs are enough. On a 6^ basis per pound 
and starting at 18^ per square a decrease of lj£ per square brings 
the nail allowance to 12^ for joists at 24-in span. For bridging 
alone 1 lb 10 d at 12-in centers per 100 lin ft; f lb. at 16 in. 

Anchors. They are required on masonry buildings only. Side 
ones are usually put on at about 4-ft centers, and two long ones are 
enough on each end. The same number are required for 24-in 
centers as for 12-in. On a warehouse with several spans the anchors 
cost less per square, as only half the strap at centers are required. 


408 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


For ordinary purposes this may be disregarded. The strap anchors 
for the supporting girders do not belong to the joist system. 

For light joists 1§" Xis heavy enough; and for heavy, If" Xf 
At 200 lin ft of each 256 lbs are required for light and 446 for heavy, 
say, 12 lbs per square in the first case, and 20 in the second. The 
local price might be 8^, less or more. The labor of putting the 
anchors on is allowed in the lumber figure. 

Variation. In some cases twice the allowance of lumber might 
be handled by 2 men in 8 hours, as in long, straight stretches; 
and in other cases as with fine oak floors and difficult patterns 
more time might be taken than is allowed. A fair average for 
average work is set down. 


Wall Extra 

The assumed space is 22'X100'. In many buildings the girders 
are set at 22-ft centers, and every part of the joists is covered with 
flooring. But in other buildings the ends of the joists go into the 
wall, usually 4 in, which for this purpose may be set at 6 in. In a 
building only 22 ft wide or so there is thus a difference between 
the area of the finished floor and that of the joists. The building 
may be only 21 ft in the clear, equaling the area of the floor; but 
the joist area should equal the length as bought from the lumber 
yard, in this assumed case 22 ft. At 100 ft long the area of joists 
would be 22 sqs, and of floor 21. The amount of lumber for each 
square is given in the columns on the left side of the tables, and 
this has to be allowed for wall and length w 7 aste. In the case of 
wall hangers being used there is no extra if the lengths suit. 


Allowances 

Number op Joists Allowed to 22 Squares 

108 at 12-in centers 75 at 18-in centers 63 at 22-in centers 

94 at 14-in centers 68 at 20-in centers 58 at 24-in centers 

83 at 16-in centers 


Covering of Joists for 22 Squares 

Sheeting 8 in.2,550 ft B M Flooring 4 in 2,850 ft B M 

Shiplap 8 in.2,650 ft B M Flooring 2 \ 2,950 ft B M 

Flooring 6 ft.2,650 ft B M Flooring 2X6.... 5,200 ft B M 

At usual f in thickness when not otherwise specified. 







WOODWORK 


409 


Basement Sleepers for 22 Squares 

Stake allowances to hold them down, included in square totals in table 

16-in centers.300-ft B M 36-in centers.160-ft B M 

20-in centers.250-ft B M 42-in centers.140-ft B M 

24-in centers.220-ft B M 48-in centers.120-ft B M 


Number of Basement Sleepers 

81 at 16-in centers 40 at 36-in centers 

66 at 20-in centers 35 at 42-in centers 

56 at 24-in centers 31 at 48-in centers 


Warehouse and Mill Construction 

Posts and girders are not included in the lists. Allow at local 
price for lumber, and 50 hours per 1,000 ft B M for labor. Add 
stirrups, anchors, and nails to square totals, as beams only are 
included. 

No Doubling. A floor with beams at 3-ft centers is not exactly 
twice the cost of one at 6-ft, for the extra beams come in both. 
So with the joist tables. Take the 2 X14 joist list, for an illustra¬ 
tion: The cost per square at $30 on 12-in centers is $14, but at $60 
lumber is only $22.40 instead of $28. No matter what the price of 
lumber the labor is the same in the tables. Both for the extras 
and the changed price of lumber each size must be figured out by 
itself. The higher the price of lumber the greater is the difference. 
See the $100 and $200 column in the Hardwood Flooring table. 


Railroad Shop Roofs 

Slope. Ordinarily railroad shop roofs are covered with gravel. 
The ideal pitch for gravel, according to a roofer with long experience, 
is 1 in per foot. The greatest pitch should not be more than 1| in. 
A large shop constructed with a 2-in slope lost so much gravel that 
the gutters and down spouts and sewers were filled. 

On such roofs the carpenter labor does not cost any more than 
on the level, if the hoisting is done by power, as it almost always is 
and should be for economical reasons, and therefore the tables for 
Mill Construction can be used for shops. 

These tables are made out on the basis of handling 1,000 ft B M 
in 20 hours, and any rate of wages can be adjusted to suit this. 
On a shop 150 ft wide by 500 ft long the entire footage of purlins 








410 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


was placed for $6 per 1,000 on a 40^ per hour basis, or $15 per 
1,000 equals 15 hours at $1. But on another shop of the same 
width by 400 ft long 21 hours were required. The table is set at a 
fair allowance of time, and contractors know that special circum¬ 
stances make a difference in results. In The New Building Esti¬ 
mators’ Handbook there is a chapter on the influence of climate 
upon work, and a difference of 15 per cent is shown with the same 
men. • 

Covering. The 2X6 flooring in the table for the covering of 
joists is set at $3.84 per square, containing in this case 240 ft B M, 
or a rate of $16 equals 16 hours per 1,000. On the 500-ft shop with 
nailings 6 ft apart on purlins the labor at 40j£ per hour was $7 per 
1,000, or at $1 $17.50 equals 17§ hours. With favorable conditions 
such work might be done in 14 hours. 

For the covering of floors the allowance in the table is 1,300 ft 
of 3X6 ungrooved plank in 16 hours. On a shop with 190,000 ft 
the time taken was 7? hours per 1,000. To suit such large floors 
the allowance should therefore be 2,133 instead of 1,300. But 
average work has to be considered, and basement floors or ordinary 
areas take more time than shops several hundred feet long. 

Basement Sleepers. The allowance in the tables is 16 hours per 
1,000, but on the 400-ft shop the time taken was not quite 11. 
The area of the floor, the shape of the rooms, the thermometer, 
and the quality of the material have to be considered. 

Centers. It naturally takes more time to nail down covering with 
joists at 12-in centers than at 24-in. But ordinary construction is 
at 16-in centers, and averages may be based on this. Mill and 
purlin construction at 3-ft centers requires more nailing than at 
6-ft. But when the heat of summer and the cold of winter may 
cause a variation in labor of 15 per cent from the normal rate of the 
best months the nailing matter is not of so much importance. Risks 
of variation should be covered up by the rate of profit, for con¬ 
tractors, as a rule, do not get large enough returns to allow a con¬ 
tingency fund. 

Anchors. All that can be given is an approximate figure, as 
size and distance apart regulate the amount. All through these 
calculations the lumber is based on 22 squares, or a space 22' X100'. 
But ends at several places may be anchored, and stirrups may be re¬ 
quired at stairs, elevator shafts, etc. To make up for these extras 
the 22-square basis is cut to 18 for this purpose only. 

On 24-in centers the anchors would be placed every alternate 
joist, making about 50. With f"X2£" iron, 3-ft shank and 1-ft 
head, the weight is 13 lb, at 7<jt equals $0.91. With lag screws allow 
$1. For the 18 squares this is practically $3 per square. 

On the 30-in space the number is 40, or $2.20 per square. 


WOODWORK 


411 


On the 36-in, with each beam anchored, the number is 66, or 
$3.66 per square. 

On the 42-in, with each beam anchored, the number is 54, or 
$3 per square. 

On the 48-in, with each beam anchored, except the two against 
wall, as usual, $48, close to $2.70. 

On the 60-in, with ^"X3" iron, equals 20 lb at 7^ equals $1.40 
times 38 equals $53.20, or $3 per square. 

On the 72-in, equals 32 at $1.40 equals $2.49. 

On the 84-in with £"X4" iron at 6.74 lbs times 4 ft equals 27 lbs 
at 7^ equals $1.89, allow $2 times 30 equals $60 equals $3.33 per 
square. 

On the 96-in equals 26 times $2 equals $52, or nearly $3 per square 
on the same basis as the others. 

The heavier anchors for the wide spaces bring the total to about the 
same as the light ones spaced closer together. In the case of a wide 
warehouse the strap anchors at girders would be only half the cost 
of the ones given for the walls, as half the length goes to each beam. 

Patent hangers may be used, such as the Duplex, and stirrups 
and anchors not be required. For this reason the stirrups and 
anchors are not included in the price per square. 

Stirrups. Where the beams rest on the walls the stirrups are, 
of course, not required, and half the amount per square must be 
deducted. The number of stirrups required is given here for the 
different spaces: 6, 5, 4, 4, 3, 3, 2, 2, 2. This is from the 24-in to 
the 96-in centers. 


Duplex Post Caps and Bases 

For 3 way, add 25 per cent; 4 way, 50 per cent 

Caps 

6X6 two ways. $3.00 

8X8 two ways. 4.10 

10 X10 two ways. 5.20 

12 X12 two ways. 6.20 

14 X14 two ways. 8.50 

16 X16 two ways. 10.10 

These prices are for girders same depth as size of posts: 

10X10 post cap is priced for a 10-in girder: for each 2 in of extra 
depth of girder add 10 per cent to price, making a 10X10 cap for a 
14-in deep girder, $6.00. Duplex post bases are one way only. 


Caps 

Bases 

$3.00 

$2.60 

4.10 

3.30 

5.20 

4.00 

6.20 

4.50 

8.50 

6.00 

10.10 

8.00 

of posts: 

thus a 


Cast-iron caps, size 8"X 8".50 lbs at 5^ 

Cast-iron caps, size 10"Xl0".60 lbs at 5^ 

Cast-iron caps, size 12" X12".80 lbs at 5j£ 











412 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Weight depends upon load, so that these figures are only approxi¬ 
mate. 

Mr. Tyrrell in “Architects and Builders Magazine” gives weights 
of heavy iron column bases for high buildings: 


22X22. 

. 600 lbs 

24X24. 

. 750 lbs 

26X26. 

. 880 lbs 

28X28. 

.1,020 lbs 

30X30. 

.1,180 lbs 


32X32. 

.1,340 lbs 

34X34. 

.1,450 lbs 

36X36. 

.1,600 lbs 

38X38. 

.1,720 lbs 

40X40. 

.1,850 lbs 


Nails. Scarcely any are required. A few stay braces hold the 
beams in position at the wall end, while the girder end is dropped 
into stirrups. Stay braced at each end and at 24-in centers 2 lbs 
lOd nails would be enough for 22 sqs, or a cent a square. 

Stud Spacing. For wood lath the spacing is 12 in or 16 in. But 
walls are not always lathed, and for them the spacing is varied. 
Plates are allowed in the 22 sqs—one at bottom, two at top equals 
300 lin ft, but on a wall of half the 22-ft height the same allowance 
is required. A 2 X6 wall of a 2-story house or building with 22 sqs 
would thus have 300 ft B M for plates included, while a bungalow 
half the height but with 100 ft around the walls would have the 
same amount. The latter thus has about 7 ft extra per square. 
But some houses have only a single plate at top, and others have 
no plate at bottom, the sill being used for a base, and all that can be 
expected in a square estimate is a fair average. 

The figures are based on average walls. For some kinds of 
cottages the labor might be increased from 20 to 50 per cent. A 
gable by itself costs much more than a long stretch of wall, but the 
whole surface is supposed to be taken together. 

Nails. For each square of ordinary 2X4 to 2X6 wail add 2 % lbs. 
For heavy walls allow 5 lbs for the narrow spaces and 3| for the wide. 


Cost of Rafters per Square 

Plates are not allowed for a brick building. Add a 2X8 all 
around the wall. The labor on cut-up roofs may run from 20 to 
70 per cent higher than for the ordinary ones listed in the Rafter 
table. The figures are for rafters only. Collar beams or ceiling 
joists are found in the joist table. 

Nails. Allow as for the walls. Add 15 per cent for cut-up roofs. 












WOODWORK 


413 


Covering of Studs and Rafters 

Nails. See the regular nail table for allowances in Hardware 
Chapter. 


Nail Table 

Of course the number of nails to pound varies; 106, 74, 10, are 
given in another list instead of 132, 87, 12, as below. 

The price of nails changes as the days go by. At present the 
“base” is $4.50. From 60D to 20D is base. Add according to 
table for other kinds. 

Wire Nails. Size, length, number to pound, and rate: 


Size 

Kind 

Length, in 

Number to 
pound 

Advance on 
rate base 

60 

Common 

6 

12 


50 

Common 

5§ 

15 


40 

Common 

5 

21 


30 

Common 

41 

27 


20 

Common 

4 

35 


16 

Common 

sh 

51 

$0.05 

12 

Common 

Si 

66 

.05 

10 

Common 

3 

87 

.05 

8 

Common 

2i 

132 

.10 

6 

Common 

2 

252 

.20 

4 

Common 

I2 

432 

.30 

3 

Common 

H 

720 

.45 

3 

Fine 

H 

1140 

.50 

10 

Casing 

3 

121 

.15 

8 

Casing 

2* 

170 

.25 

6 

Casing 

2 

310 

.35 

4 

Casing 

1* 

584 

.50 

10 

Finish 

3 

137 

.25 

8 

Finish 

2i 

190 

.35 

6 

Finish 

2 

350 

.45 

4 

Finish 

H 

760 

.65 


Galv Nails cost about $1.25 extra per keg. 










414 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 

Examples 

To show the system of working the tables the following examples 
are given: 

Cost of 1 Square on Masonry Building 

3X12 joists at 16-in centers, lumber at $50. $19,25 

Loss of 6 in each end in wall, ^ of square. .88 

Nails for stay bracing and bridging, at 6^. .15 

Anchors, lfXf . 1.60 

Under floor, No. 1 Y. P. shiplap on angle at $45. 8.21 

Paper between floors. 1.00 

Top floor, Y. P., 3j face, at $100. 18.34 

Nails for both floors, at 6^. .36 


Total without profit or painter work. $49.79 

Cost of 1 Square on Girders, Masonry Building 

2 X14 joists at 12-in centers, lumber at $65.. ... . $23.80 

Nails for stay bracing and bridging at 6^. .18 

Anchors, 1 \ X 1... .96 

Under floor Y. P. sheeting No. 1, lumber, $55. 8.24 

Top floor, 21 face, factory maple at $140.. 26.00 

Nails for both floors at 6^. .48 


$59.66 

Anchors are allowed as for masonry walls, hut only a half strap 
anchor would really belong to girder work on each end. 

Cost of 1 Square for Dwelling Work on Frame Building 

2X10 joists at 16-in centers, lumber at $55. $12.15 

Nails. .15 

Sheeting, Y. P. No. 1 for under floor, $45. 7.08 

Paper between floors. 1.00 

Upper floor, best white oak, q s, $200, 21-in face. 40.80 

Nails for both floors. .48 


$61.66 

























WOODWORK 


415 


Paper is set at $1, and half might be enough. Oak flooring may be 
had at a lower figure, but during the war it cost $395 per 1,000 ft. 
unlaid, so that $200 may be the unit in the future, as the oak forests 
will soon be exhausted. A house with 800 sq ft on the first story 
thus costs for floor alone about $500 without profit. This at $1 
per hour labor, of course. If the 11-in face is used the cost is more. 
Formerly the standard width was 3j-in face, then came 21-in, and 
now 11 in. The narrow boards are only half the width of the 3j-in 
and shrinkage is consequently only half. The 31-in is safe enough 
if well dried, but it is often only half dried, and when put in buildings 
damp with new plaster the joints open after a winter’s heat. Archi¬ 
tects to be safe have been driven to the narrow brand. The f-in 
floor is too thin: 1-in should be the minimum. Damp sometimes 
makes a thin floor buckle. If smoothing has to be done by hand 
instead of machine the labor is not so very much less than for the 
thick—about 15 per cent. 

Doubling and taking proportions will not work with these tables, 
because labor rate is the same, no matter what the price of lumber. 
As the number of feet B M is given for 8 hours any labor rate per 
hour can be made to suit. Take the first figure in Table 1, for ex¬ 
ample: with labor at $29 and lumber at $25 the total per 1,000 
installed is $3.89, for this is what 72 ft B M comes to when mul¬ 
tiplied by $25 added to $29; but doubling the price of lumber gives 
only $5.69, or 72 times $29 added to $50. 


416 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 1 


Price per Square of Joists Laid 
2 X'4 list: 550 ft B M for 2 men in 8 hours = $29 per 1,000 


Centers, inches | 

Quantity ft B M 
in 1 square 

Lin ft bridging 
in 1 square 

Price per M of lumber 

Lumber, cts 

Labor, cts 

$25 

$30 

$35 

$40 

$45 

$50 

$55 

$60 

$65 

12 

72 


3.89 

4.25 

4.61 

4.97 

5.33 

5.69 

6.05 

6.41 

6.77 

8 

2.1 

14 

63 


3.40 

3.72 

4.03 

4.35 

4.66 

4.98 

5.29 

5.61 

5.92 

7 

1.8 

16 

56 


3.03 

3.31 

3.58 

3.86 

4.14 

4.42 

4.70 

4.98 

5.20 

6 

1.6 

18 

50 


2.70 

2.95 

3.20 

3.45 

3.70 

3.95 

4.20 

4.45 

4.70 

5 

1.5 

20 

46 


2.49 

2.72 

2.95 

3.17 

3.40 

3.63 

3.86 

4.09 

4.32 

5 

1.4 

22 

42 


2.27 

2.48 

2.69 

2.90 

3.11 

3.32 

3.53 

3.74 

3.95 

5 

1.2 

24 

39 


2.11 

2.30 

2.50 

2.69 

2.89 

3.08 

3.27 

3.47 

3.67 

4 

1.1 


2X6 list: 640 ft B M for 2 men in 8 hours = $25 per 1,000 


12 

108 

20 

6.40 

7.04 

7.68 

8.32 

8.96 

9.60 

10.24 

10.88 

11.52 

13 

3.2 

14 

94 

20 

5.70 

6.27 

6.84 

7.41 

7.98 

8.55 

9.12 

9.69 

10.26 

12 

2.9 

16 

83 

20 

5.15 

5.66 

6.18 

6.69 

7.21 

7.72 

8.24 

8.75 

9.27 

11 

2.6 

18 

75 

20 

4.75 

5.23 

5.70 

6.17 

6.65 

7.13 

7.60 

8.07 

8.55 

10 

2.4 

20 

68 

20 

4.40 

4.84 

5.28 

5.72 

6.16 

6.60 

7.04 

7.48 

7.92 

9 

2.2 

22 

63 

20 

4.15 

4.57 

4.98 

5.39 

5.81 

6.23 

6.64 

7.05 

7.47 

9 

2. 1 

24 

58 

20 

3.90 

4.29 

4.68 

5.07 

5.46 

5.85 

6.24 

6.63 

7.02 

8 

2.0 


2X8 list: 700 ft B M for 2 men in 8 hours = $23 per 1,000 


12|l45 

21 

7.97 

8.80 

9.63 

10.46 

11.29 

12.12 

12.95 

13.78 

14.61 

17 

3.8 

14 126 

21 

7.06 

7.79 

8.53 

9.26 

10.00 

10.73 

11.46 

12.20 

12.94 

15 

3.4 

16 

111 

21 

6.34 

7.00 

7.66 

8.31 

8.97 

9.63 

10.29 

10.95 

11.61 

13 

3.0 

18 

100 

21 

5.81 

6.41 

7.02 

7.62 

8.23 

8.83 

9.44 

10.04 

10.65 

12 

2.8 

20 

91 

20 

5.33 

5.88 

6.44 

7.00 

7.55 

8.10 

8.66 

9.21 

9.77 

11 

2.6 

22 

84 

20 

4.99 

5.51 

6.03 

6.55 

7.07 

7.59 

8.11 

8.63 

9.15 

11 

2.4 

24 

78 

20 

4.70 

5.19 

5.68 

l 

6.17 

6.66 

7.15 

7.64 

8.13 

8.62 

10 

2.3 


2X10 list: 800 ft B M for 2 men in 8 hours = $20 per 1,000 





$30 

$35 

$40 

$45 

$50 

$55 

$60 

$65 

$70 


12 

180 

23 

10. 

15 

11.17 

12. 

.18 

13. 

,20 

14.21 

15.23 

16.24 

17.26 

18.27 

20 

14 

157 

23 

9. 

00 

9.90 

10. 

.80 

11. 

.70 

12.60 

13.50 

14.40 

15.30 

16.20 

18 

16 

139 

23 

8. 

10 

8.91 

9, 

.72 

10. 

.53 

11.34 

12.15 

12.96 

13.77 

14.58 

16 

18 

125 

23 

7. 

40 

8.14 

8, 

.88 

9. 

,62 

10.36 

11.10 

11.84 

12.58 

13.32 

15 

20 

114 

21* 

6. 

75 

7.43 

8, 

.10 

8. 

.78 

9.45 

10.13 

10.80 

11.47 

12.15 

14 

22 

105 

21 

6. 

30 

6.93 

7. 

.56 

8. 

.19 

8.82 

9.45 

10.08 

10.71 

11.34 

13 

24 

97 

21 

5. 

90 

6.49 

7, 

.08 

7. 

.67 

8.26 

8.85 

9.44 

10.03 

10.62 

12 





































































WOODWORK 


417 




TABLE 1 —Continued 
Price per Square of Joists Laid 
2X12 list: 800 ft B M for 2 men in 8 hours = $20 per 1,000 


| Centers, inches | 

Quantity ft B M 
in 1 square 

Lin ft bridging 
in 1 square 

Price per M of lumber 

43 

■tfe" 

SO 

■S r 

3 

hJ 

Labor, cts 

$30 

$35 

$40 

$45 

$50 

$55 

$60 

$65 

$70 

12 

216 

26 

12.10 

13.31 

14.52 

15.73 

16.94 

18.15 

19.36 

20.57 

21.78 

24 

4.8 

14 

188 

26 

10.70 

11.77 

12.84 

13.91 

14.98 

16.05 

17.12 

18.19 

19.26 

22 

4.3 

16 

166 

26 

9.60 

10.56 

11.52 

12.48 

13.44 

14.40 

15.36 

16.32 

17.28 

20 

3.8 

18 

150 

26 

8.80 

9.68 

10.56 

11.44 

12.32 

13.20 

14.08 

14.96 

15.84 

18 

3.5 

20 

136 

22 

7.90 

8.69 

9.48 

10.27 

11.06 

11.85 

12.64 

13.43 

14.22 

16 

3.2 

22 

126 

22 

7.40 

8.14 

8.88 

9.62 

10.36 

11.10 

11.84 

12.58 

13.32 

15 

3.0 

24 

116 

22 

6.90 

7.59 

8.28 

8.97 

9.66 

10.35 

11.04 

11.73 

12.42 

14 

2.8 


2X14 list: 800 ft BM for 2 

men 

in 8 hours 

= $20 per 1,000 


12 

250 

30 

14.00 

15.40 

16.80 

18.20 

19.60 

21.00 

22.40 

23.80 

25.20 

28 

5.6 

14 

220 

30 

12.50 

13.75 

15.00 

16.25 

17.50 

18.75 

20.00 

21.25 

22.50 

25 

5.0 

16 

194 

30 

11.20 

12.32 

13.44 

14.56 

15.68 

16.80 

17.92 

19.04 

20.16 

22 

4.5 

18 

175 

30 

10.25 

11.28 

12.30 

13.33 

14.35 

15.38 

16.40 

17.43 

18.45 

20 

4. 1 

20 

160 

24 

9.20 

10.12 

11.04 

11.96 

12.88 

13.80 

14.72 

15.64 

16.56 

18 

3.7 

22 

147 

24 

8.55 

9.41 

10.26 

11.12 

11.97 

12.83 

13.68 

14.54 

15.39 

17 

3.5 

24 

136 

24 

8.00 

8.80 

9.60 

10.40 

11.20 

12.00 

12.80 

13.60 

14.40 

16 

3.2 


3X10 list: 800 ft B M for 2 men in 8 hours = $20 per 1,000 


12 

270 

22 

14.60 

16.06 

17.52 

18.98 

20.44 

21.90 

23.36 

24.82 

26.28 

30 

5.8 

14 

235 

22 

12.85 

14.14 

15.42 

16.70 

18.00 

19.28 

20.56 

21.85 

23.13 

26 

5.0 

16 

208 

22 

11.50 

12.65 

13.80 

14.95 

16.10 

17.25 

18.40 

19.55 

20.70 

23 

4.6 

18 

188 

22 

10.50 

11.55 

12.60 

13.65 

14.70 

15.75 

16.80 

17.85 

18.90 

21 

4.2 

20 

170 

20 

9.50 

10.45 

11.40 

12.35 

13.30 

14.25 

15.20 

16.15 

17.10 

19 

3.8 

22 

158 

20 

8.90 

9.79 

10.68 

11.57 

12.46 

13.35 

14.24 

15.13 

16.02 

18 

3.6 

24 

145 

20 

8.25 

9.08 

9.90 

10.73 

11.55 

12.38 

13.20 

14.03 

14.85 

.17 

3.3 


3X12 list: 800 ft B M for 2 men in 8 hours = $20 per 1,000 


12 

325 

25 

17.50 

19.25 

21.00 

22.75 

24.50 

26.25 

28.00 

29.75 

31.50 

35 

7.0 

14 

282 

25 

15.35 

16.89 

18.42 

19.96 

21.49 

23.03 

24.56 

26.10 

27.63 

31 

6.0 

16 

250 

25 

13.75 

15.13 

16.50 

17.88 

19:25 

20.63 

22.00 

23.38 

24.75 

28 

5.5 

18 

225 

25 

12.50 

13.75 

15.00 

16.25 

17.50 

18.75 

20.00 

21.25 

22.50 

25 

5.0 

20 

204 

23 

11.35 

12.49 

13.62 

14.76 

15.89 

17.03 

18.16 

19.30 

20.43 

23 

4.5 

22 

189 

23 

10.60 

11.66 

12.72 

13.78 

14.84 

15.90 

16.96 

18.02 

19.08 

21 

4.2 

24 

174 

23 

9.85 

10.84 

11.82 

12.81|13.79 

14.78 

15.76 

16.75 

17.73 

20 

4.0 


3X14 list: 800 ft B M for 2 men in 8 hours = $20 per 1,000 


12 

378 

27 

20. 

.25 

22.28 

24. 

.30 

26. 

.33 

28. 

.35 

30 

.38 

32. 

.40 

34. 

.43 

36. 

45 

41 

8. 

1 

14 

329 

27 

17. 

.80 

19.58 

21. 

.36 

23. 

.14 

24. 

.92 

26 

.70 

28 

.48 

30. 

.26 

32. 

04 

36 

7. 

2 

16 

291 

27 

15. 

90 

17.49 

19. 

.08 

20. 

,67 

22. 

,26 

23 

.85 

25 

.44 

27. 

.03 

28. 

62 

32 

6. 

4 

1.8 

263 

27 

14. 

,50 

15.95 

17. 

.40 

18. 

.85 

20. 

.30 

21 

.75 

23 

.20 

24. 

.65 

26. 

10 

29 

5. 

8 

20 

238 

24 

13. 

10 

14.41 

15 

.72 

17. 

03 

18. 

34 

19 

,65 

20. 

.96 

22. 

.27 

23. 

58 

27 

5. 

3 

22 

221 

24 

12. 

25 

13.48 

14. 

.70 

15. 

,93 

17. 

15 

18. 

.38 

19, 

.60 

20. 

.83 

22. 

05 

25 

4. 

9 

24 

203 

24 

11. 

35 

12.49 

13. 

.62 

14. 

.76 

15. 

.89 

17. 

.03 

18. 

.16 

19. 

.30 

20. 

43 

23 

4. 

6 

















































































418 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 2 


Net Prices per Square of Basement Sleepers Laid 

2X4 list: 400 ft B M for 2 men in 8 hours = $40 per 1,000 


v. 


a 

o 


O 


16 

20 

24 


Quantity ft B M 
in 1 square 

Price per M of lumber 

j Lumber, cts 

$25 

$30 

$35 

$40 

$4o 

$50 

$55 

$60 

$65 

68 

4.42 

4.76 

5.10 

5.44 

5.78 

6.12 

6.46 

6.80 

7.14 

7 

56 

3.64 

3.92 

4.20 

4.48 

4.76 

5.04 

5.32 

5.60 

5.88 

6 

49 

3.19 

3.43 

3.68 

3.92 

4.17 

4.41 

4.66 

4.90 

5.15 

5 


4X4 list: 700 ft B M for 2 men in 8 hours = $23 per 1,000 


16 

122 

5.86 

6.47 

7.08 

7. 

69 

8. 

30 

8. 

91 

9. 

52 

10. 

13 

10.74 

13 

2 

,8 

20 

100 

4.80 

5.30 

5.80 

6. 

30 

6. 

80 

7. 

30 

7. 

80 

8. 

30 

8.80 

10 

2 . 

3 

24 

85 

4.08 

4.51 

4.93 

5. 

36 

5. 

78 

6. 

21 

6. 

63 

7. 

06 

7.48 

9 

2. 

0 


4X6 

list: 

800 ft B M for 

2 men in 8 

hours = 

$20 per 

1,000 


24 

122 

5.49 

6.10 

6.71 

7. 

32 

7. 

93 

8. 

54 

9. 

15 

9. 

76 

10.37 

13 

2. 

,5 

30 

100 

4.50 

5.00 

5.50 

6. 

00 

6. 

50 

7. 

00 

7. 

50 

8. 

00 

8.50 

10 

2. 

.0 

36 

85 

3.83 

4.25 

4.68 

5. 

10 

5. 

53 

5. 

95 

6. 

38 

6. 

80 

7.23 

9 

1. 

.7 

42 

77 

3.47 

3.85 

4.24 

4. 

62 

5. 

00 

5. 

39 

5. 

,78 

6. 

16 

6.55 

8 

1 

6 

48 

68 

3.06 

3.40 

3.74 

4. 

08 

4. 

42 

4. 

.76 

5. 

10 

5. 

44 

5.78 

7 

1. 

4 


4X8 

i list: 

890 ft B M for 

2 men in 8 

hours = 

$18 per 

1,000 


30 

131 

5.64 

6.29 

6.94 

7 

.60 

8 

.25 

8 

.91 

9 

.56 

10 

.22 

10.87 

13 

2 

.4 

36 

114 

4.90 

5.47 

6.04 

6 

.61 

7 

. 18 

7 

.75 

8 

.32 

8 

.89 

9.46 

12 

2 

. 1 

42 

100 

4.30 

4.80 

5.30 

5 

.80 

6 

.30 

6 

.80 

7 

.30 

7 

.80 

8.30 

10 

1 

.8 

48 

83 

3.57 

3.99 

4.40 

4 

.82 

5 

.23 

5 

1 

. 65 

6 

.06 

6 

.47 

6.89 

9 

1 

.5 


6X6 

i list: 

890 ft B M for 

2 men in 8 hours = 

=$18 per 

1,000 


36 

128 

5.51 

6.15 

6.79 

7 

.43 

8. 

07 

8 

.71 

9 

.35 

9. 

99 

10.63 

13 

2 

.3 

42 

114 

4.90 

5.47 

6.04 

6 

.61 

7. 

,18 

7. 

.75 

8. 

.32 

8. 

89 

9.46 

12 

2 

. 1 

48 

100 

4.30 

4.80 

5.30 

5 

.80 

6. 

30 

6 

.80 

7, 

.30 

7. 

80 

8.30 

10 

1 

.8 


6X8 list: 1,000 ft B M for 2 men in 8 hours = $16 per 1,000 


36 

168 

6.89 

7.73 

8.57 

9.41 

10.25 

11.09 

11.93 

12.77 

13.61 

17 

2.7 

42 

147 

6.03 

6.76 

7.50 

8.23 

8.97 

9.70 

10.44 

11.17 

11.91 

15 

2.4 

48 

130 

5.33 

5.98 

6.63 

7.28 

7.93 

8.58 

9.23 

9.88 

10.53 

13 

2.1 





































































































WOODWORK 


419 


TABLE 3 

Mill Construction and R.R. Shop Roofs 


Net prices per square of beams laid 


Labor, 800 ft B M in 8 hours for 2 men = $20 per 1,000 
6 X12 list 


] Centers, inches 1 

Quantity ft B M 
in I square 

Price per M of lumber 

0Df» 

X Stirrups 

CO 

Lumber, cts 

Labor, cts 

$40 

$45 

$50 

$55 

$60 

1 

$65 

$70 

$75 

$80 

24 

318 

19.08 

20.67 

22.26 

23.85 

25.44 27.03 

28.62 

30.21 

31.80 

6.60 

32 

6.4 

30 

258 

15.48 

16.77 

18.06 

19.35 

20.64:21.93 

23.22 

24.51 

25.80 

5.50 

26 

5.2 

36 

216 

12.96 

14.04 

15. 12 

16.20 

17.28 

18.36 

19.44 

20.52 

21.60 

4.40 

22 

4.3 

42 

192 

11.52 

12.48 

13.44 

14.40 

15.36 

16.32 

17.28 

18.24 

19.20 

4.40 

20 

3.9 

48 

168 

10.08 

10.92 

11.76 

12.60 

13.44 

14.28 

15.12 

15.96 

16.80 

3.30 

17 

3.4 

60 

138 

8.28 

8.97 

9.66 

10.35 

11.04 

11.73 

12.42 

13. 11 

13.80 

3.30 

14 

2.8 

72 

120 

7.20 

7.80 

8.40 

9.00 

9.60 

10.20 

10.80 

11.40 

12.00 

2.20 

12 

2.4 

84 

108 

6.48 

7.02 

7.56 

8.10 

8.64 

9.18 

9.72 

10.26 

10.80 

2.20 

11 

2.2 

96 

96 

5.76 

6.24 

6.72 

7.20 

7.68 

8.16 

8.64 

9.12 

9.60 

2.20 

10 

2.0 


6X14 list 


24 

371 

22.26 

24.12 

25.97 

27.83 

29.68 31.54 

33.39 

35.25 

37.10 

7.20 

37 

7.4 

30 

301 

1 18.06 

19.57 

21.07 

22.58 

24.08 

25.59 

27.09 

28.60 

30.10 

6 .00 

30 

6.0 

36 

252 

15.12 

16.38 

17.64 

18.90 

20.16 

21.42 

22.68 

23.94 

25.20 

4.80 

25 

5.0 

42 

224 

13.44 

14.56 

15.68 

16.80 

17.92 

19.04 

20. 16 

21.28 

22.40 

4.80 

23 

4.5 

48 

196 

11.76 

12.74 

13.72 

14.70 

15.68 

16.66 

17.64 

IS. 62 

19.60 

3.60 j 

20 

4.0 

60 

161 

9.66 

10.47 

11.27 

12.08 

12.88 

13.69 

14.49 

15.30 

16.10 

3.60 

16 

3.2 

72 

140 

8.40 

9.10 

9.80 

10.50 

11.20 

11 .90 

12.60 

13.30 

14.00 

2.40 

14 

2.8 

84 

126 

7.56 

8-. 19 

8.82 

9.45 

10.08 

10.71 

11.34 

11.97 

12.60 

2.40 

13 

2.6 

96 

120 

7.20 

7.80 

8 40 

9.00 

9.60 

10.20!10.80 

i 

11.40 

12.00 

2.40 

12 

2.4 


6X16 and 8X12 list 


24 

424 

25.44'27.56 

29.68!31.80 

33.92 

36.04 38.16 

40.28 

42.40 

8.40 

43 

8. 

30 

344 

20.64 

22.36 

24.0-i 

25.80 

27.52 

29.24130.96132.68 

34.40 

7.00 

35 

6. 

36 

293 

17.58 

19.05 

20.51 

21.98 

23.44 

24.91126.37 

[27.84 

29.30 

5.60 

29 

5.' 

42 

256 

15.36 

16.64 

17.92 

19.20 

20.48 

21.76 23.04 

24.32 

25.60 

5.60 

26 

5.: 

48 

224 

13.44 

14.56 

15.68 

16.80 

17.92 

19.04 20. 16 

21.28 

22.40 

4.20 

23 

4.. 

60 

184 

11.04 

11.96 

12.88 

13.80 

14.72 

15.64 16.56 

17.48 

18.40 

4.20 

19 

3. 

72 

160 

9.60 

10 40 

11.20 

12.001 

12.80 

13.60 14.40 

15.20 

16.00 

2.80 

16 

3 .: 

84 

144 

8.64 

9.36 

10.08 

19.80 

11.52 

12.34 12.9° 

’3.68 

14.40 

2.80 

15 

2.< 

96 

128 

7.68 

8.32 

8.96 

9.60 

10.24 

10.88111.52 

1 

12.16 

12.80 

2.80 

13 

1 

2.1 

































































420 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 3 —Continued 


Mill Construction and R.R. Shop Roofs 


Net prices per square of beams laid 


Labor, 800 ft B M in 8 hours for 2 men = $20 per 1,000 
8 X14 list 


Centers, inches | 

Quantity ft B M 
in 1 square 




Price 

per M of lumber 



X Stirrups 

CO 

| Lumber, cts 

Labor, cts 

$40 

$45 

$50 

$55 

$60 

$65 

$70 

$75 

$80 

24 

495 

29.70 

32.18 

34.65 

37.13 

39.60 

42.08 

44.55 

47.03 

49.50 

11.40 

50 

9.9 

30 

400 

24.00 

26.00 

28.00 

30.00 

32.00 

34.00 

36.00 

38.00 

40.00 

9.50 

40 

8.0 

36 

336 

20.16 

21.84 

23.52 

25.20 

26.88 

28.56 

30.24 

31.92 

33.60 

7.60 

34 

6.8 

42 

300 

18.00 

19.50 

21.00 

22.50 

24.00 

25.50 

27.00 

28.50 

30.00 

7.60 

30 

6.0 

48 

262 

15.72 

17.03 

18.34 

19.65 

20.96 

22.27 

23.58 

24.89 

26.20 

5.70 

26 

5.3 

60 

207 

12.42 

13.46 

14.49 

15.53 

16.56 

17.60 

18.63 

19.67 

20.70 

5.70 

21 

4.2 

72 

187 

11.22 

12.16 

13.09 

14.03 

14.96 

15.90 

16.83 

17.77 

18.70 

3.80 

19 

3.8 

84 

168 

10.08 

10.92 

11.76 

12.60 

13.44 

14.28 

15.12 

15.96 

16.80 

3.80 

17 

3.4 

96 

150 

9.00 

9.75 

10.50 

11.25 

12.00 

12.75 

13.50 

14.25 

15.00 

3!80 

15 

3.0 


8X16 list 


24 

566 

33. 

.96 

36 

.79 

39 

.62 

42. 

45 

45. 

.28 

48. 

11 

50.94 

53. 

.77 

56. 

,60 

12.00 

57 

11. 

.4 

30 

460 

27. 

.60 

29 

.90 

32 

.20 

34. 

,50 

36 

.80 

39. 

,10 

41.40 

43. 

.70 

46. 

00110.00 

46 

9. 

.2 

36 

384 

23 

.04 

24 

.96 

26 

.88 

28. 

.80 

30. 

.72 

32. 

64 

34.56 

36. 

.48 

38. 

.40 

8.00 

39 

7. 

.7 

42 

342 

20 

.52 

22 

.23 

23 

.94 

25. 

65 

27. 

.36 

29. 

,07 

30.78 

32 

.49 

34 

.20 

8.00 

34 

6 

.9 

48 

300 

18. 

.00 

19 

,50 

21 

.00 

22. 

50 

21 

.00 

25. 

50 

27.00 

28. 

50 

30. 

00 

6.00 

30 

6 

.0 

60 

216 

14 

.76 

15. 

99 

17. 

.22 

18. 

45 

19. 

.68 

20. 

91 

22.14 

23. 

.37 

24 

.60 

6.00 

25 

5. 

.0 

72 

214 

12. 

.84 

13. 

.91 

14 

.98 

16. 

05 

17. 

.12 

18. 

.19 

19.26 

20. 

.33 

21. 

.40 

4.00 

22 

4. 

,3 

84 

192 

11. 

.52 

12 

.48 

13. 

.44 

14. 

,40 

15. 

.36 

16. 

32 

17.28 

18. 

.24 

19. 

.20 

4.00 

19 

3 

.9 

96 

170 

10. 

.20 

11. 

,05 

11 

.90 

12. 

,75 

13. 

,60 

14. 

,45 

15.30 

16. 

.15 

17. 

00 

4.00 

17 

3. 

.4 



































WOODWORK 


421 


w 

*•* 

hH 

< 


H 

>30 

O 

*“0 

o 

o 

*—« 
cp 
w 
>* 
o 

o 


02 

c3 

s 

cr 

02 

?H 

02 

cx 

02 

02 

o 


+-> 

02 

£ 


t-. 

o • 

o ® 
*9 -4-J 
c3 O 

h-5 


§ 


t-t 

o 

ft 

*-. 

o 

pC 

a 

g 



a 

o 

rt< 

to 

o 

o 


to 


03 

X 

o 

rH 

o 

CO 

CO 

X 

03 

X 



rH 

CS| 

<N 

03 

03 

03 

03 

03 

rH 

rH 

rH 

03 

X 

Tt< 

X 


X 

Tt< 


to 


03 

<N 

CO 

CO 

(M 

03 

CO 

CO 

03 

CO 

03 

X 

X 

to 

to 

X 


CO 

CO 

Oj 


t-H 

t-H 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

03 

X 

03 

X 

03 

03 

X 

X 

tO 

fs» 

CO 

CO 

T* 

00 

03 

Tf< 

rH 

to 

03 

03 


X 

03 

X 

CO 

to 


O 

o 

X 

to 

CO 

1> 

GO 

O 

O 

rH 

03 

CO 

03 

X 


X 

X 

X 

l> 

X 


X 

03 

X 

o 

o 

r-H 

rH 

rH 

rH 

03 

03 

o 

rH 

o 

rH 

o 

03 

03 

03 

rH 


rH 

rt< 


rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

rH 

03 

03 

03 

X 

03 

03 

X 

X 


GO 

00 

rH 

to 

rH 

CO 

CO 

o 

rH 

CO 

X 

X 


o 

rH 


Tt< 

O 

o 

X 

o 

03 

o 

rH 

03 


TtH 

TtH 

CO 

00 

CO 

03 

o 

rH 

rH 

rH 

X 

CO 

rH 

o 

03 

€# 

03 

O 

rH 

rH 

O 

O 

rH 

rH 

03 

o 

d 

rH 

03 

X 

rH 

o 

o 

X 

o 

03 



rH 

rH 

rH 

rH 

rH 

rH 

rH 


rH 

ri 

rH 

rH 

03 

03 

X 

03 

03 

X 

X 


O 

o 

03 

CO 

rH 

CO 

rH 

to 

CO 


X 

X 

03 

X 

CO 

o 

T* 

o 

o 

X 

tO 


to 


CO 

GO 

00 

00 

03 

03 

o 

CO 


O 

X 

X 

o 


X 

03 

o 

CO 






















03 

O 

o 

O 

03 

03 

o 

o 

03 

o 

03 

o 

X 

CO 

03 

03 

03 

rH 

X 

rH 




rH 

rH 



rH 

rH 


rH 


rH 

rH 

03 

rH 

03 

rH 

03 

03 

X 


03 

03 

CO 

o 

O 

03 

CO 

o 

to 

rH 

03 

X 


to 

rH 

03 


O 

O 

X 

o 

GO 

03 

GO 

o 

03 

03 

rH 

CO 

CO 

Tt< 

O 


X 

CO 

CO 

rH 

03 

to 


o 

CO 






















00 

00 

03 

o 

03 

03 

o 

o 

GO 

03 

03 

03 

CO 


X 


X 

o 

CO 

03 





rH 

« 


rH 

rH 





rH 

03 

rH 

03 

rH 

03 

03 

03 



TP 

Tt^ 

GO 

o 

03 

rH 

to 

1> 

03 

03 

X 

03 

X 

CO 

tO 


o 

o 

X 

tO 

03 

CO 

03 

CO 

CO 

CO 

to 

CO 

o 



rH 


03 

X 

03 

o 

03 

CO 

rH 

tO 





















X 

GO 

CO 

03 

03 

GO 

00 

03 

03 

00 

00 

X 

03 

to 

03 


tO 


03 
















T—' 

03 

r*i 

03 

rH 

rH 

03 

03 


CO 

CO 

rH 

to 

03 

rH 

CO 

o 

03 

CO 

rH 

X 


O 

rH 



o 

O 

X 

O 

CO 


CO 


03 

o 

00 

o 

rfi 

rH 

X 


to 

03 

rH 

X 

X 

03 

X 

rH 

tO 
























00 

GO 

!> 

00 

00 

03 


00 

t> 

X 


rH 

CO 

X 

to 


03 

to 














rH 

03 

rH 

03 

rH 

rH 

03 

03 


00 

GO 

03 

CO 

03 

rH 

rH 

to 

rH 


o 

X 

03 

X 

CO 

o 


o 

O 

X 

to 

o 

rH 

03 

rH 

CO 

Tt< 

03 

CO 

03 

to 

03 

X 

Tt< 


X 

to 

CO 

CO 

o 

03 



l> 


GO 


i> 

00 

00 

CO 



t> 

X 

03 


rH 


CO 

rH 

X 














rH 

rH 

rH 

03 

rH 

rH 

03 

03 


o 

o 

CO 

O 

00 

o 

CO 

o 

CO 

rH 

o 

X 


to 

rH 

03 


o 

O 

X 

o 

»o 

CO 

CO 

to 

r- 

00 

to 

N* 

CO 

03 

CO 

rH 

03 

r- 

CO 

CO 


X 

03 

03 

X 

. 

CO 

CO 

t- 


CO 

CO 

l> 


CO 

CO 

CO 

tr 

03 


X 

03 

X 

to 

03 

rH 














rH 

rH 


rH 

rH 

rH 

rH 

03 


tO 

CO 

x 


(NCl^GOGCOHiOOCJOCO 

CONCCHClOiONClOO 


03 CO CO tO 
hQCCN 


rf O O CO 
WO^CO 


ICCOCOCOOONIOOOCO h O WN W rfNO 


i 

G *.*-? 


0> 

J-. 

c3 

1 G 
cfl 


OOiOiOhhOOOOhO 
r-4r-«03 03 0303XX^H0303X 


OCOLO oooo 

X rf tO h- TfOOCi 
03 X 03 X 03 03 X X 


Labor 

per 

s quare 

$ 

C0C0C0O^C0C0O03HCDX 

X03Xt00303XtOC003l>03 

rH rH 03 03 ir “* r ”^ 03 03 rH rH rH 

to 03 

O 03 CO CO 

X X X Tt< 

TfOOX 

X 03 X CO 

X Tt< to 

Quan¬ 

tity 

B M 
laid by 

I 2 men 
in 

8 hrs. 

oooooooooooo 
o to to O O to to O O ‘O o «o 

OC3XX003XXHOHO 

r - - - - - 

rH rH rH rH rH rH 

oooo 

oooo 

OJ^rH X 

rH rH rH rH 

1,000 

875 

1,200 

1,100 


G 

o 


i-l 

o 
c n 
o 


rH 03 

o o 
££ 

Ph Ph 


103 


^(N*n 

•*-> 
c3 

a 




o o 


o o 0 

PhPh % 

^ §= 
60 
G 

• rH 

+n - - 

c- - - 

<D 

pG 
02 


PhPh 


o o ■ 
££ 

Ph Ph j 

To- 
G ' 
c3 

G - 
O' - 


O 

03 

S- 

o 


- Ph 


H 

03 

m 


m 


o 

^ rH 

TL - 

£ v 




a 

G 

ft: : : 

• FH 

pG 

m 


60 


G2 Ov 
£6'° 
M § §X 

^ 03 03 v 


c 83 a 

• pH ». rH 
-H Qj 

8 e.s 

pG GpG 

XXX 


G 
a> o 

a g 


a: 


p*^ 


X 03 X 

oTp« 

G G- 

S G- 

O T"" i 

x Ph 


'O 

o 

> 

o 

o 

u 

60 

*G 

G 

c5 


o 

X 

* 

60 

.a a 

t-t . 


o 

T5 
G v 
03 To 
H § 


^ V ° 

ToXX 

G ^ ^ 

c3 CO CO 

O 

a - - 

cj - - 

x 



























































Covering of f-in flooring over under floor 


422 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Labor, 

cts. 

C0t}<(N 

»OCOC<3 

Lum¬ 

ber, 

cts. 

COtJ<<M 

Lumber per M 

$ 110 

19.64 

21.80 

16.40 

o 

o 

«© 

18.34 

20.40 

15.20 

o 

05 

17.04 

19.00 

14.00 

$80 

15.74 

17.60 

12.80 

o 

14.44 

16.20 

11.60 

o 

CO 

13.14 

14.80 

10.40 

$50 

11.84 

13.40 

9.20 

o 

10.54 

12.00 

8.00 


o 

44 

9.24 

10.60 

6.80 

Quan¬ 

tity 

B M 
per 

square 

coo 

COtF<M 

Labor 

per 

square 

$ 

5.34 

6.40 

3.20 

Quan¬ 
tity 
in sqs. 
i for 
' 16 hrs. 

CO?TiO 

Description 

4" Y. P. 3i" face edge or flat grain 

3" satoeX2j" face. 

■ 6" flat grain X 5 J" face Y. P. 


CO CO CO 
cotcj 


fa£ 

C 

'Eh 

<V 

> 

o 

O 


CO 00 
MHO 

ict^eo 



-IX 

k. <s *5 
coC 


T* o 

CO 00 


a> 

-CJ 

tH 

<D 

> 

O 

bfi 

a 


C0<N 

P-Ipui 
























































Hardwood flooring on under floor f| /, X2j // Face 


i 


WOODWORK 


423 


qo 

04 


e 

co 


CO 



rf rf rf rf rf 


to »o tO tO »o »o 


rH rH rH rH r— r J 


rH rH rH rH rH rH 

O? 

o o o o o o 


OCCOCOiCiO 

Ai On 

rH 

CO CO X X 04 04 

o co 04 co x f- 

• 

O O CO CO rH 1 —« 

^OO^NOI 

04 rf X rf 04 X 


X rf X tO 04 rf 

o° 

oooooo 


O O X X to tO 


04 04 ^ Tf 00 00 


tO to X X CO CO 

_H 04 

GO 04 i-H iO rHi »0 


04 04 ‘O O 

04 rf CO rf 04 CO 


X 7 X LO 04 

o 2 

OOOOOO 


OOXXiOlO 

o Q 

GOOOOOt^ 


O O X X rH rH 


co O O Tt< O rf 


rH CO CO rH rf 05 

04 7<Xrf C^X 


X7X10 04X 

o 

oooooo 


o o x x »o »o 

O 05 
05 rH 

^^COCOOO 

0> 

lO to X X co CO 


100500 040CC 

o 

o 7 7 O Ol N 


04 X 04 rf rH X 

ftl 

04 rf X rf 04 X 

o 

oooooo 

<4-H 

O O X X to »o 

OGO 

O O 04 04 CO CO 


O OX X rH rH 

CO rH 




rf GO t ”• rH F*» rH 


X X X X rH O 


04 CO 04 rf rH CO 

1—* 

04 rf X rf 04 X 

o 

OOOOOO 

X 

O O X X to to 

ON 

CO CO 00 00 04 04 


to to X X co CO 

F'* rH 





04 CO to O CO O 

«|o 

OhhcOO^ 


04 CO Ol CO rH CO 

^H|rH 

04 rf X rf rH X 

o 

OOOOOO 


O O X X to to 

OCO 

04 04 rf rf X X 


O © X X rH rH 

CO rH 




&*¥i> 

HiCTfOO^CO 

o 

to O O to X X 


04 CO 04 CO 04 

53 

04 rf X rf rH CO 

o 

OOOOOO 

ft 

OOXX'OtO 

o»o 

OCOOOC^^ 

o> 

to »o X X co co 

tO *-h 

05 x x f- x 

73 

X X X X CO rH 


rH CO 04 CO rH 04 

ft 

04 X 04 rf I-H X 

o 

OOOOOO 

ft 

COXX'OtO 

O rf 

rf rf CD CC O O 


O O X X rr rH 

rH 


M 



X 04 rH iO 04 CO 

o 

04 04 to o 


rH CO 04 CO rH 04 

b£ 

04 X 04 7 rH CO 





o o o 

ft 

o o o 


rf rf rf 

ift 

to to »o 


rH rH rH 

O 

O 

53 

rH rH rH 





o o o 

73 

O X 40 


X O rf 

O 

O X rH 


04 CO CO 

O 

CO rH O 


rH rH 

is 

rH 04 


HH 


pH|W 

04 


73 

ft 

ft 

w 


o 

rf 

04 

CO 

rH 

rH 

04 

05 


rtl’f «N> 



cn 



<v 

• 

• 

• fH 


• 

c 

o 


HH> 

• n 


3 

ft 

• 

• 

0 

o3 

ft 

o 

ft> 

O 

73 

• pH 

3 

73 

3 

3 

t+T 

ft 

n 

3 

O 

03 

or. 

GO 

o 

s 

c 

£ 

O 

O 

ft 

p- 

o 

o 

ft 

"5, 

i ' 

o 

3 

s 

o3 

3 

GO 

tL 

ft 

73 

3 

3 

3 

• pH 

• pH 

03 

oT 

O 


s 

g 

3 

3 

3 

ft 

X 

X 


V 

V 

V 

V 

V 

V 

r|«* 

rjHi 

rf 0 

04 

04 

04 

ft 

ft 

ft 

o 

o 

O 

<-*-< 

<*-« 


GO 

M 

GO 

3 

3 

3 

O 

£ 

0> 

c 

O 

3 

3 

3 

5 

3 

3 

3 

X 

X 

X 



co 



o 


X 

to 


rH 





rH 


04 04 

X X 


»o »o 


rH rH 

rH rH 


rH rH 


CO CO 





OO 

05 05 


CO CO 


F- 05 

OX 


X X 


rH 04 

04 X 


04 rf 


CO CO 

Tt< 




l>t^ 

COCO 


rH rH 


CO X 

05 04 


04 


rH 04 

rH X 


04 rf 


COCO 





to to 

XX 


coco 

ci 

to h- 

X rH 


•oo 

H—' 
© 

rH 04 

rH X 


04 rf 

CO CO 

TT< 


r^F- 

c/T 

X X 

oo 


rH rH 

<© 

X 

^ CO 

r^o 


rf 05 

rH 04 

rH X 


04 X 






o 

CO CO 

Tt< ^ 



J: 

rH rH 


ft 

COCO 

© 

x »o 

to X 

• rH 

04 F- 

r- 

ft 

rH 04 

rH 04 

h!<n 

04 X 

CO CO 

Tf< ^ 

rH 

F- F- 


05 05 

Tf 


rH rH 

ft 

rH CC 

Tt< F- 

>> 

X) 

rH CO 

• rH 

rH 04 

rH 04 

04 X 

^H 

COCO 

Tf< Tf 



o 


rH rH 

o 

COCO 

o 

• • 

• • 

• 

• • 

53 

004 

X CO 

rft 

05 rf 

rH 04 

rH 04 


rH X 

s- 

<D 

73 

CO CO 

Tt< Tf^ 

C3 

• rH 


to to 

X X 

rH rH 

• • 


05 rH 

1—< Tf< 

co|oo 

XX 


04 

rH 04 

b£) 

rH X 


CO co 

'7' Tf 

F- F- 

ft 

X 03 

tO to 

ft 

CO CO 

O 

XO 

OX 

• r* 

ft 

o 

• • 

CO rH 

bC 

04 

rH 04 

rH X 

ft 

• pH 

O 

o 

ft 

53 

O 

rH 

o 

04 

rH 

X 

rH 

73 

to 

rH 

o 



o 


53 



O 


ft 

CO 


73 

ft 

l> 

i 

tO 

X 

CO 

Hoc 

X 

to 

ft 

ffi 

d 

<4-H 



rH 

O 




b£j 

C3 

TF 

X 


r|« 

rH 

• pH 





r 

(V 





> 

• 3 



• 

o 

ty • Hr • 


• 

o 

o * co 
3 ; 73 



• 

• 


: > 
_2 . o 



73 

<D 


Cl • P 





S ; 3)73 


O 

o 


3 • n3 
C4 3 

o> 

-3 


£ 

r/i 


; =3 

rj, 5 " T3 

v C» 

3 

o 

o 

3 
c n 


73 

3 

3 


ox ®T 


73 


bC 3 

H. 




C 

H— 1 


3 


O O H 

H 




-3 m 

3 


r—< 



ft 


O 


o o a 

h O 3 

s 




§ c 2 

3 




X ^ 

<4-H 


3 

O 


Building paper of ordinary kind, tar paper, etc., $1 per square, 






























































































424 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 5 


Net Prices per Square of Studs in Outside Walls, Gables, and 

Partitions 


2X4 list: 640 ft B M for 2 men in 8 hours = $25 per 1,000 


Centers, inches 

Quantity ft B M 
in 1 square 



Price per 

M of lumber 



Lumber, cts. 

| Labor, cts. 

$25 

$30 

$35 

$40 

$45 

$50 

$55 

$60 

$65 

12 

90 

4.50 

4.95 

5.40 

5.85 

6.30 

6.75 

7.20 

7.65 

8.10 

9 

2.3 

16 

76 

3.80 

4.18 

4.56 

4.94 

5.32 

5.70 

6.08 

6.46 

6.84 

8 

1.9 

18 

66 

3.30 

3.63 

3.96 

4.29 

4.62 

4.95 

5.28 

5.61 

5.94 

7 

1.7 

20 

60 

3.00 

3.30 

3.60 

3.90 

4.20 

4.50 

4.80 

5.10 

5.40 

6 

1.5 

24 

50 

2.50 

2.75 

3.00 

3.25 

3.50 

3.75 

1 

4.00 

4.25 

4.50 

5 

1.2 


2X6 list: 800 ft B M for 2 men in 8 hours = $20 per 1,000 


i 


16 

114 

5.13 

5.70 

6.27 

6.84 

7.41 

7.98 

8.55 

9.12 

9.69 

12 

2.3 

18 

100 

4.50 

5.00 

5.50 

6.00 

6.50 

7.00 

7.50 

8.00 

8.50 

10 

2.0 

20 

90 

4.05 

4.50 

4.95 

5.40 

5.85 

6.30 

6.75 

7.20 

7.65 

9 

1.8 

24 

75 

3.38 

3.75 

4.13 

4.50 

4.88 

5.25 

5.63 

6.00 

6.38 

8 

1.5 

28 

64 

2:88 

3.20 

3.52 

3.84 

1 

4.16 

4.48 

4.80 

5.12 

5.44 

7 

1.3 


2X8 list: 800 ft B M for 2 men in 8 hours = $20 per 1,000 


18 

132 

5.94 

6.60 

7.26 

7.92 

8.58 

9.24 

9.90 

10.56 

11.22 

13 

2.6 

24 

100 

4.50 

5.00 

5.50 

6.00 

6.50 

7.00 

7.50 

8.00 

8.50 

10 

2.0 

28 

85 

3.83 

4.25 

4.68 

5.10 

5.53 

5.95 

6.38 

6.80 

7.23 

9 

1.7 

32 

76 

3.42 

3.80 

4.18 

4.56 

4.94 

5.32 

5.70 

6.08 

6.46 

8 

1.5 

36 

66 

2.97 

3.30 

3.63 

3.96 

4.29 

4.62 

4.95 

5.28 

5.61 

7 

1.4 


12X10 list: 800 ft B M for 2 men in 8 hours = $20 per 1,000 

• I 


24 

125 

5.63 

6.25 

6.88 

7.50 

8.13 

8.75 

9.38 

10.00 

10.63 

13 

28 

106 

4.77 

5.30 

5.83 

6.36 

6.89 

7.42 

7.95 

8.48 

9.01 

11 

32 

95 

4.28 

4.75 

5.23 

5.70 

6.18 

6.65 

7.13 

7.60 

8.08 

10 

36 

83 

3.74 

4.15 

4.57 

4.98 

5.40 

5.81 

6.23 

6.64 

7.06 

9 

































































WOODWORK 


CO 

w 

hp 

PQ 

H 


m 

« 

H 

H 

R 

Ph 

Q 

£ 

< 

OQ 

Q 

P 

H 

OQ 

P 


ft 

O 

o 

£ 

HH 

05 

ft 

K" 

-O 

O 


D 

c 3 

P 

cr 

*H 

CD 

a 

02 

s 

<D 

P. 

4 ^> 

02 


Sh 

o 
o 3 O 


02 


HOI^COWCOIOOOOIOOO 

<NC^ICOCOC^(MCOCC(M(M(NC<l 


S & je 

<X> +-> 
. 0 


0 > 

a 

1 

a> 

s 

p 


i> 


<MC^COCO<M<MCOCO(NCO(NCO 


l>G 5 (N(MCOCD(NTtHCDOOC^iO 

t^Q 0 t^CMNC 0 <N* 0 *O 00 OC 0 


OO<NC0hhC0C0Ohh(M 


O 


05 H 05 CJ(N»ONO>OOiOHO 

HC 0 OC 0 C 0 N»O 00 O 5 (N^N 

ddNeiddci^oHOH 


lO 

CO 


HCONN^iOW^OCOHiO 

CON^NOhO(N^COOOO 

05 05HHOOHN0500H 


o 

CO 


to 

iO 


o 

lO 


iO 


COIO^^H^NOJCIOOO 

OhCOm^iOC^»OOOOC^^ 

05 00 H 05 05 HH 000050 


r^iOC^^OGOOiCOOfNCOCON 

OOOOOOOOOOOOQOOOOO 


NOOOOCONOCOiOOO 

GOC 5 *OaO<NCOOC^COt>Cii-H 

NNaOOOOOOONOONO 


CiT-Ht^t^OCOCNJ^GOCOCiiO 

CQ^OjC^COI^COCOO»-HCOt^ 

i>t^ooaii>r^oa)t^oot^oo 


o 


HCOrfTt< 0 (NN 0500 GOO 

t^.GOCOCOOi’-HCOCiiOiptXX) 

cocooooocoi>GOoocor^coi> 


iO 

CO 

& 


COiO(N(NO(N(Mt^(MOOX^O 

H^NOCCIOOCOOGOHH 

COCOI>OOCOCOXOOiOCOCOt>- 


Quan¬ 

tity 

B M 
per 

square 

COCOlOlOHrHOOCOlOi-HO 

^H^(M(N(N(NCOCOi-H(N(NCO 

t-H t-H r —1 t-H i-H r-H t-H t-H t-H t-H ifH t-H 

Labor 

per 

square 

$ 

t^Ort<Tt<iOOOI>CiCOOT^O 

OHCOOrHlMT^NGOtOOCO 

^WWCOW(NCOCCH(NH(N 

Quan¬ 

tity 

B M 
laid by 
2 men 
in 

8 hrs. 

oooooooooooo 

OlOOiOOiOOLOOOOO 
OJOOCOtOOOOCOtO O CO O 00 

t-H r —1 


d 

o 


o 

02 

a> 


i-Hfr* 

6 6 
££ 

Ph'Ph* 


i-H<N 

6 o' 

Ph’Ph* 

!*>* 

bo 

d 


i-H <M Ph Ph 


Jh 

<x> 

-P 

. . <3 

oog 


a> 

bfi- 

d~ 

c 3 

d- 

o- 


o o 
££ 

PhPh 

>hV* 

ft 

c 3 


^ o 


'■a 

p 2 

73 P 

a 

c 3 


02 - 

a> 

C /2 


A * «• 

- - ft- - - 

• pH 

td 

m 


T 3 p<i> 

^ b0 ^ s 

d ^ o 3 
b£) n 

a 153 ft 

•*H 

+-> 02 pi; 

SS.&* 

^3 drd 

mmm 


$30 $40 $50 $60 $70 $80 $90 $100 $110 

Flooring 5 |" face Y. P. 3 * 4.57 120 8.17 9.37 10.57 11.77 12.97 14.17 15.37 16.57 17.77 12 4.6 

“ and ceiling 3 }" face Y. P. 2 § 6.40 130 10.30 11.60 12.90 14.20 15.50 16.80 18.10 19.40 20.70 13 6.4 









































































TABLE 6 —Continued 


426 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


PS 

w 

fa 


fa 

o 

o 

PS 

w 

o 

O 


£ 


Labor, 

cts. 

CO © CO 00 CM CO 

r*< iO CO CO CO CM 

! 

Lum- ! 

ber, 

cts. | 

oooo • • 

05 03 OS © • ; 

Lumber per M 

o 

cm 

m 

i>cMcor^ot^ 

50 0550 t>. CM CM 

CM CM i-H i—I 00 CM 

CM CM CM CM CM CM 

00 

m 

20.77 

21.12 

19.76 

19.97 

21.20 

20.27 

co 

so 

NC^ONON 

05 CO 05 t-h CM CM 

oo os 00 05 oo 


t^CMCOt^Ot-- 
>—1 50 >—< CO CM CM 

NNtOONCO 

CM 

e© 

t^cMcor^ot^ 

CO I s - CO 50 CM CM 

IO IO 

o 

r-CMcor^or^ 

50 0550 CM CM 

CO CO CM CM CO CM 

00 

N-CMCGt'-ON- 
l> >— I N» 05 CM CM 

rtSrtrtHH 

CO 

m 

t^cMcor-ot^ 

0> CO 05 H CM CM 

05000 05 05 00 

m 

1 

• • 

HlQHCO * * 

00 G© I s - • • 

Quan¬ 

tity 

B M 
per 

square 

oooo • 
oooo • • 

© 05 © 05 

Labor 

per 

square 

NCMONOS 
>0 05i0t^CMCM 

Tf Tt< CO CO CO <N 

Quan¬ 

tity 

B M 
laid by 
2 men 
in 

8 hrs. 

ec co ^ io 


o 

s- 

c3 

3 

cr 

CO 

S-, 

<u 

a 


CO 

S 

— 

oo 


O 

b£ 

G 


O 

> 

o 


O 


l 

to i> o 


CO CO CM CM CM 

50 CO CM CM 

o 

O CM 00 O 

05 Tf t* 05 CO 

s 

gM 00 CO50 

o 

o 

OCONOO 

TfOHOO^ 


^^12221 

o 

O-HCMCM© 

©51'* 05 CO CM 

m 

05 »0 CO CM CO 

$80 

"oOMtO - 

TfCOCOrfO 

00 CM y* CM 

$70 

O^CMCOO 
© © CM 00 

COCO^OC 

o 

co 

m 

”001*000 

T}< CONOCO 

50 H o 05 05 

os* 

O h CM O O 

05 CO 05 a rf 

co o' oo r- oo 

o 

& 

OCOI>CM O 
Tt05C0l>CM 

cm aot- cot> 

o 

CO 

O <-i CM O 

05 CO Tf 500 

ON CO 50 CO 

© iC 00 o 
»C co IN H (N 


OONCO 

'JI50CDOM' 


CO CO CM CM CM 

h|«HN VH 

(N^COGOO^ 

O • 

00 pq 



I 


> > U Sh g 
CM CM CM CM gj* 

OOOO- 
+J +2 G 

‘O«ioco.2' 



,£ o 

ffl U 

























































































WOODWORK 


427 


TABLE 7 

Net Prices of Plaster or Paint per Square 
Actual Surface 


Add or deduct 1H per square for each 1 i difference per yard 


Rate per yard in cents 


Description 

15 

30 

40 

50 

60 

70 

80 

90 

100 

110 

120 


20 

35 

45 

55 

65 

75 

85 

95 

105 

115 

125 


25 

130 

140 

150 

160 

170 

180 

190 

200 

210 

220 

See Plaster 

1.67 

3.33 

4.44 

5.55 

6.66 

7.77 

8.88 

9.99 

11.10 

12.21 

13.32 

or Paint 

2.22 

3.89 

5.00 

6.11 

7.22 

8.33 

9.44 

10.55 

11.66 

12.77 

13.88 

Chapters 
for details 

2.78 

14.43 

15..54 

16.65 

17.76 

18.87 

19.98 

21.09 

22.20 

23.31 

24.42 


Cost of building paper per square, $1.00 


TABLE 8 

Net Prices per Square of Rafters 

2X4 list: 400 ft B M for 2 men in 8 hours = $40 per 1,000 


Centers, 

inches 

Feet P M in 

1 square 

Price per M of lumber 

Lum¬ 

ber, 

cents 

Labor, 

cents 

$25 

$30 

$35 

$40 

$45 

$50 

$55 

$60 

$65 

12 

81 

5.27 

5.67 

6.08 

6.48 

6.89 

7.29 

7.70 

8.10 

8.51 

9 

3.2 

16 

68 

4.42 

4.76 

5.10 

5.44 

5.78 

6. 12 

6.46 

6.80 

7. 14 

7 

2.7 

18 

58 

3.77 

4.06 

4.35 

4.64 

4.93 

5.22 

5.51 

5.80 

6.09 

6 

2.3 

20 

51 

3.32 

3.57 

3.83 

4.08 

4.34 

4.59 

4.85 

5. 10 

5.36 

6 

2.0 

24 

41 

2.67 

2.87 

3.08 

3.28 

3.49 

3.69 

3.90 

4.10 

4.31 

5 

1.6 


2X6 list: 500 ft B M for 2 men in 8 hours = $32 per 1,000 


16 

102 

5.82 

6 

.33 

6 

84 

7 

35 

7 

86 

8 

37 

8 

88 

9 

39 

9.90 

11 

3 

3 

18 

87 

4.96 

5 

.40 

5 

83 

6 

27 

6 

70 

7 

14 

7 

57 

8 

00 

8.44 

9 

2 

8 

20 

77 

4.39 

4 

78 

5 

16 

5 

55 

5 

93 

6 

32 

6 

70 

7 

09 

7.47 

8 

2 

5 

24 

62 

3.54 

3 

85 

4 

16 

4 

47 

4 

78 

5 

09 

5. 

40 

5 

71 

6.02 

7 

2 

0 

28 

52 

2.97 

3 

23 

3 

49 

3 

75 

4. 

00 

4 

27 

4. 

53 

4 

79 

5.05 

6 

1 

7 


2X8 list 

: 500 

ft 

B 

M 

for 2 

men 

in 

8 hours 

= $32 per 1,000 


18 

116 

6.62 

7 

20 

7 

78 

8 

36 

8 

93 

9 

51 

10 

09 

10 

68 

11.25 

12 

3 

7 

24 

82 

4.68 

5 

09 

5 

50 

5. 

91 

6. 

32 

6 

73 

7. 

14 

7 

55 

7.96 

9 

2 

6 

28 

68 

3.88 

4 

22 

4 

56 

4 

90 

5. 

24 

5 

58 

5 

92 

6 

26 

6.60 

7 

2 

2 

32 

60 

3.42 

3 

72 

4 

02 

4. 

32 

4. 

62 

4 

92 

5. 

22 

5 

52 

5.82 

6 

1 

9 

36 

52 

2.97 

3 

23 

3 

49 

3. 

75 

4. 

00 

4 

27 

4. 

53 

4. 

79 

5.05 

6 

1 

7 


2X10 list: 

500 ft 

B 

M 

for 2 

men 

in 

8 hours 

= $32 per 1,000 


24 

103 

5.87 

6 

39 

6 

90 

7 

42 

7 

93 

8 

45 

8 

96 

9 

48 

10.00 

11 

3 

3 

28 

85 

4.85 

5 

27 

5 

70 

6 

12 

6. 

55 

6 

97 

7 

40 

7 

82 

8.25 

9 

2 

7 

'32 

75 

4.28 

4 

65 

5 

03 

5 

40 

5. 

78 

6 

15 

6 

53 

6 

90 

7.28 

8 

2 

4 

36 

65 

3.71 

4 

03 

4 

36 

4. 

68 

5. 

00 

5 

33 

5. 

66 

5 

98 

6.31 

7 

2 

1 




















































































Net Prices of Furring per Square 


428 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Labor, 

cents 

'^GOOCOiOCOxfCO'H'^'^COCOOOOINOOOS 

iOHN^hhhMhhON^hhhOO 

Lumber, 

cents 

COCOCO(NC<J<N(N(N<N(N-<^-^COCOINTt<<NCO 

Price of lumber per M 

o 

00 

C# 

CD-^iNt^O00OC005THC0»0'-iC<l'^iOC^r» 

<N“505»H05C0r«.i>i-(ioe00i00O^ai050> 

t-CO CO © <N CO <N t* W N © lO CO rj< <N CO i-H Cd 

© 

(Nc^ooi^iNoocoi-iioacsaoco^coooo^ 

ooocoost-i-H'Ocooeoosooor-fNcot^r- 

t^COCO»0<NCO(NTj<C<IOc|oO'^COCO<NCOi-H(N 

$60 

OOOTttt^TffOOCOCO^HTPfN^kOCOOOiCT^iO 

r^i-i'^t^>oo5coT)<ai<Nco»0(NTtioc^coT}< 

COCOCOiOC^(N(Nrt<»^(NOO^OeO(NCOi^C^ 

o 

»o . 

6% 

Tt<oooi>coooo5^Ht^o5>o^t^oooooai 

»O00<N‘OC0t^-i-H00r»O<N'H0Si-l0505>Oi-H 

CD(NC0>O(N(NINtJ(^-iC^00'^^5COi-iNi-h(N 

$40 

©COCOt-OOCO<NCOCOTj<OOt^©©<NiOCOCO 

C0COC5C0i-nO©i-<COO500r^CPC5t>.iOCO3> 

CO IN © N <N <N rt< i-H HN C«5 © <N *H IN -h w 

o 

CO 

coTt<<Nr-©ooiOi-ta50>i-H©i-H<NTt<©<Nr- 

©ii<l>i-l©0000©'^t>iiC5if'^<©iO<N(M© 

©<N<NiO(N<NrHTtti-Hi-(t^e0‘O<N-H<N'-i*-i 

$20 

N<NOOl><NOOOOCOiOTt<Tj<eoeO^COic:o6i-l 
CO<Nt(<©OOi-HCOOOCOCOi-i© —COCOOO©^ 

»O(N(NTf<rHC^1-tC0l-Hr-<t>COlO(Nl-Hl-Hl-H^H 

Place 

Wall—plugs. 

“ on boards. 

Ceiling. 

Wall—plugs. 

4 ‘ on boards. 

Ceiling. 

Roof—on boards. . . 

Wall—plugs. 

‘ ‘ on boards. 

Ceiling. 

Wall. 

Ceiling. . .. 

Wall. 

Ceiling. 

Floor. 

ojBnbs x 
ui JM a 

^OJ^©00©t>iOT((iOt^t^OOOOOOlOTjCcO 
<NO<<N(Ni-H<Ni-Hi-ir-ii-ieOCOCCJ(Ni-H COH <M 

oxBnbs 
jad Joqu r j 

Tt<00©t^©00^©t^^O©l>00©»0©© 

cot^oira-^t^coicoco-^c^ior^Oi-Hoooo 

lOHN^HHHCOHHONrfHHHOO 

smoq 8 
m uaui z 
joj saxeubg 

Hn -lei —lei He* 

CO©OOCOi-HCi<N''tfiO<N(Nt^CO©©Tj<©00 

1-1 I -1 hh i-< >-i 04 i-h - 

saqoux 

‘aiig 

<N<N<N<N<NiN<NiN<N<N<N<N(N<N<N<NNC<1 

xxxxxxxxxxxxxxxxxx 

Hr-IHrtHHHi-IHHNNNNHMHN 

- ! * 

saqoui 

‘ejaxu'a^ 

©OOiN<N<NeOCOCOCON<NCOCONC<ICOCO 

HrtHHHHHrlHHHHHHHrtHH 














































Net Prices per Square of Joist Bridging in Place 


WOODWORK 


429 


£ 02 
o -+-» 

P- 

P- 05 

05 

CD 

CD 00 

00 

CD 00 

00 

00 

CD 00 

CO 00 

X 

cz 

G 

o 

o o 

o 

o 

OO 

o 

OO 

o 

o 

o o 

oo 


u 












t- 













<15 CQ 












c 

o 

r-H r-( 

rH CM 

CM 

rH 

rH CM 

CM 

rH CM 

CM 

CM 

rH CM 

rH CM 

p 

<15 












C5 












£ 














o 

05 CM 

tO O 00 CM 

CM 00 

ooo 

CD 00 

CM 

CO 00 

CD 

Tt< 

to CD CM 

cooon* 


00 

CM 

rt^CDCOCD 

CD GO 

rH CO 

CM O 

CO 

rH 00 

05 

o 

Ohn 

rHOOO 



rH t-H 

rH rH (N CM 

CM CM 

rH rH 

rH CM 

CM 

rH rH 

rH 

CM 

rH rH rH 

rH rH 0$ 



CM 

CD O O CM 

rH lO 

rH CM 

00 CM 

CO 

CD ^ 

rH 

00 

05 05 0 

CO^CM 


p^ 

CM CO 

COOCM^f 

Tt< CD 

rH CM 

rH 05 

rH 

ON 

GO 

00 

05 O CD 

ON 05 



rH rH 

rH rH CM CM 

CM CM 

rH rH 

rH rH 

CM 

rH rH 

rH 

rH 

O rH rH 

rH rH rH 

s 

rH 

tO P- 

P- O CM CO 

O CM 

Tt^tO 

O CD 


050 

CD 

CM 

CO CO 00 

05 O CD 

CD 

rH CM 

CM O CM 

CM rt< 

OH 

rH P'* 

05 

05 CD 

CD 


0)0^ 

05CDN* 

M 

05 


rH tH 

rH rH CM CM 

CM CM 

rH rH 

rH rH 

rH 

O rH 

rH 

rH 

O rH rH 

Ohh 

p< 













M 

o 

rH 

GO O 

CO O H CO 

05 05 


CM O 

»o 

CM CD 

rH 

CD 

P'* CO CD 

CM CD i-i 

X 

tO 

O H 

rH CO GO O 

05 rH 

050 

O CD 


05 

to 

to 

00 05 CO 

05 ^ CD 

a 


rH rH 

rH rH rH CM 

rH CM 

O rH 

rH rH 

rH 

Oh 

rH 

rH 

bon 

Ohh 


























*+-4 

O 


i-h CM 

050 CD CO 

GO CD 

005 


CD 

tO CM 

CD 

o 

H 05 ^ 

tO CM tO 

02 

O 

• H 

M 

w 

OH 

O CM CD GO 

l>05 

05 05 

05 ^ 

to 

00 CO 

CO 


00 00 CM 

00 CO ^ 


rH rH 

rH rH rH rH 

rH t-H 

OO 

OH 

rH 

OH 

rH 

rH 

o o h 

Ohh 

Ph 


^ rt^ 

o o oo co 

P- CO 

CO CM 

CD GO 


00 00 

rH 


to C0 CM 

00 OOO 


CD 

CO 

050 

OHrJiCD 

to P- 

00 05 

00 CM 

CO 

~r< '■ 

rH 

P'- rH 

CM 

CM 

Pr 00 rH 

N-rH co 



OH 

rH rH rH rH 

rH rH 

oo 

OH 

OH 

rH 

rH 

OOH 

O rH rH 



P- CD 

rH O O CO 

CD O 

CD t*< 

GO CM 

GO 

rH Tf 

CD 

00 

05 CD O 

rH Tt^ tO 



00 05 

05 O CO ^ 

CO to 

l>00 

P^ rH 

rH 

Pr O 

O 

o 

CD 1^0 

NOh 


o 

cm 

oo 

O rH rH rH 

rH rH 

OO 

OH 

rH 

O rH 

rH 

rH 

OOH 

O rH rH 






/—s-T-S 







rvrs 



rH CM 

H CM h CM 

rH CM 

rH CM 






rH CM 

rH CM 



'w^'w' 


'W'N—' 

ww 








<D 

05 

Mi rj 

05 

M 

03 

2 


05 00 

rH 

!>• 

00 CD 

05 

!> 

to 

CD 

CD CM 

l>Tf< 


cr 

CQ 


rH 

CM 


rH 

rH 

rH 

rH 

rH 

rH 

rH 

ffl 

rH 












JH 

05 

CO 

CO 


CM 

CM O 

o 

P- CD 

CD 

CD 

P- CD 

P- CD 


cC 

p- 

P- 05 

05 

CD 

CD 00 

GO 

to p* 


P>* 

tO Pr 

tO 

c« ft 

►H 

CQ 

o 

o o 

o 

o 

OO 

o 

oo 

o 

o 

o o 

OO 

03 ^ 



* 










© « 

CQ 












sa 

dcm 

rD 

CM 

CM P- 


CD 

CD O 

o 

00 rH 

rH 

rH 

00 rH 

00 rH 

GO 

CM 

CM rH 

rH 

CM 

CM CM 

CM 

CM CM 

CM 

CM 

CM CM 

CM CM 

£ * 
0Q O 

C3 












*4-H 














bfi 













a 

rH 


Tt< T* 




T* 






N ^ ^ 

• rH Tl 

X 

X X 

X 

X 

XX 

X 

XX 

X 

X 

X X 

XX 

CQ 

rH 

{>H 

rH 

rH CM 

CM 

rH 

rH CM 

CM 

rH CM 

CM 

CM 

rH CM 

rH CM 


X 

























. GQ 

rO 

CQ 












4_) CQ 

ft'o 

©-S 

a> 

-ft 

o 

GO 

CM 

rH 

CD 

rH 

GO 

CM 

rH 

CD 

rH 

00 

CM 

t-H 

16 

00 

CM 

rH 

Q m-i 

M o 

p 

rH 












CQ CQ 
*h -£ 

02 












«.2 

05 

<H 

CM 

CM 

CM 

CD 

CD 

CD 

O 

o 

o 

Tt< 


fl.® 

O 

rH 

rH 

rH 

rH 

rH 

rH 

CM 

CM 

CM 

CM 

CM 

05 

a 












0*3 

rH 













(1) By squares. (2) By linear feet. (Cutting by hand.) 


































































































TABLE 11 

Bridging for Joists 

Lineal inches required per lineal foot at various centers and depths 


430 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Q~ 


SS 


00 IN CO 00 IN CD 


00 N CO 00 (N CO 


N<N<N COCOC 


b£ 

T5 





o . 


co Tt< O O CO co CO 

iSg 

Tfi io tj< eo Tf 

* 




OOOOM^OO 

g 

C3 _ 
o> o 

^ l>t-- 00 h- o 

3 

o© 







oc C O 1C r (N o ! 


o 

1-H O •"* 05 oi 


00 



«© 

O *H i-H rH 



tJI 00 05 O lO lO CO 


o 

O 001» O 00-H 




g 

«© 

O^H »H 



O O O) CO CO 00 CO 

u 

o 

t- O 00 CO 05 1 » o 

0 

CO 


0< 


O^H 

t-t 





COMIONOOH® 

pO 

o 

CO 05 CO 00 C5 

g 

*o 




© 

«+« 


N *C 00 CO © Tf CO 

O 

o 

CO 00 CO lO 00 CO 00 

O 

O 

Tt< 

s© 

o 







Oh 

o 

oo r- i-i co i-i r- co 

lO t-- CO U3 t>. 1C b- 


co 




o 



^ O ^ 05 cc o co 


o 

iO <D *0 ^ CD iO O 


N 



6© 

o ■ 




5 t 

©OOOCOTfO© 

3 u c+r 
* S- © 

P3 a 


s§: 

s * 

N^OONON 
»0 CC O O »C »C iC ! 

x>~ , 

ca u i 

a» ” 


^ to ■* T* 00 ^ | 

£m 

0) 





U «4-> 

os os 

• on 

s s 

OOOOOOO 

0> - c3 


loooomioio 

.S ^ ^ 

si 

CO tC ** Tfl fO Tf CO 

h-3 «£ 

<^oo 



wi 



c 


o> 


^ ^ ^ ^ ^ co 

•js OT3 

xxxxxxx 

C/J 

•fj 

HNNi-*NNN 


X) 


■£ , 

n £ 

3 o 


3 o] 

*J< Tfl -<*1 T* CO 

3 -S.S 


CO 




SR 



<N N N CO CO CO CO 

O o 3 o 

© V Cl 


o 1 

n.S 


r-i 

I 




JJ ©JS T5 

U, 


m- > m- fe¬ 



es* © fl* ©- 

55 

i 

< k!<; 









































CHAPTER XII 


MILLWORK AND GLASS 

Four Parts. The first part of this chapter is designed to give 
appraisers original cost of millwork on buildings erected in normal 
times, as from 1910 to 1914. The Index numbers given in the 
Physical Valuation chapter will show that values ran down from 
even these low costs in previous years, and appraisals can be made 
to suit. 

The second part is for stock work on a 1923 list basis, to be dis¬ 
counted to suit any change of prices in the future: the list is per¬ 
manent, but the discount changes. Sash and doors are made by 
hundreds at common sizes and prices cut accordingly. If at least 
a dozen sash or doors are made of the same sizes, stock prices are 
allowed. 

The tables are abbreviated, but intermediate sizes may easily be 
approximated, as valuation work can never be mathematically 
correct. 

The third part is Cost Book A for work that is much harder to 
estimate than stock. The Chicago discount on this is 60 per cent, 
but no profit or overhead is allowed the millman at this rate. 

Part Four covers parquetry and hardwood flooring. 

Delivery. In all four parts prices are at the mills, which for city 
trade means delivery at the building. Freight has usually to be 
added for country work. 


PART ONE 

This part is to be used only for such years as from 1906 to 1915, 
as the variation is not great from the U. S. data. The figures in 
this part were made out in 1912-13 and are thus suitable for the 
long course of years as indicated above. 

Office Partitions. For y.p. office partitions 7' to 7' 6" high with 
chipped or maze-glass panels above allow per lin ft $3 to $3.50; 
plain oak, $5 to $6; in mahogany, $8 and up. 

Quartette Telegraph desk, set up, $35. 

Wainscoting. Plain matched and b red oak wainscoting is 
worth $60 per M ft bm; machine sandpapered, $5 extra. For 

431 


432 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


plain oak finish allow $90 per M machine run and cleaned. The 
paneled oak wainscoting in No. 3 was put in at a trifle less than 
50j£ per square foot. It was 8' high. 

Stairs. Box, average width, pine, housed, per step, $1.40; 
plain oak, $2.10. Open stair, pine, per step, $1.60; oak, $2.20; 
oak with paneled string, $2.85. And rail in yp, 15j£; oak, 25^. 
Each crook in rail, $3.50. Paneling at regular price for square 
work, and 20 per cent more for work on rake. Winders in pine- 
40j£ extra; in oak, 60j£. For large, circle starting step, $5. Newels 
and balusters to be added. 

These prices are for plain stairs; others have to be figured in 
detail. Cellar and plank stairs may be estimated by taking off 
the plain lumber and allowing labor at $30 per M in addition. 


Chicago Millwork 

The millmen and dealers of Chicago sell about $10,000,000 of 
millwork in a year. This city is a center for the millwork of the 
States on the north and west, and for the glass factories of Indiana. 
It has low freight rates and railroads to all sections. A few prices 
fob there will be of much value. 

Front Doors. Size 3X7Xlf, with beveled plate, 22X52, piano 
veneered, q s, white oak, $15.50. 

Same door with oval plate glass, $21. 

Same, 3X7Xlf, 24X44, beveled plate, $15. 

Same, 3X7Xlf, 24X36, beveled plate, $14. 

Same, 3X7Xlf, 24X36, 16-oz glass, $10.50. 

For several varieties of front doors, 3X7Xlf, red oak, or birch, 
$10 to $14, in beveled plate; $8 to $10 in com D S glass. About 
$1 less on plate, and 30^ on com glass for next size, 2-10X6-10. 

For red oak or birch veneer, 3X7Xlf, leaded with com. glass, 
22X58, $11.50; beveled plate leaded, $21.75. 

For leaded panel, 26X26, $8.75 and $14.50. 

Grained Doors. These are inferior doors, but good enough for 
some purposes: 

For 3X7X1|, four or five panel, $1.65 to $1.85. For 2-6X6-6, 
$1.30 to $1.45. 

For sash doors, 3X7Xlf, grained $2.85 to $3.50; 2-8X6-8, $2.35 
to $2.90. 

For sash doors with flowered panels, inferior quality, grained 
3X7X1|, $3.75 to $4.10. 

For same, better quality, not grained, If thick, $5.50 to $7.00; 
for If, plain glass, $4 to $5. 


MILLWORK AND GLASS 433 

Inside Doors. Korelock veneered, two panel: 



Plain red oak 

Birch 

2-0X6-0Xlf. 


$3.25 

2-6X6-6Xlf. 

. 4.05 

3.25 

2-8X6-8X11. 

. 4.20 

3.40 

2-6X7-0X11. 

. 4.85 

3.90 

2-6X7-0Xlf........ 

. 5.35 

4.40 

3-OX7-OXlf. 

. 5.70 

4.65 

3-0X7-6Xlf. 

. 7.00 

5.30 

SIX CROSS 

PANEL KORELOCK 


Plain red oak 

Birch 

2-0X6-0X11. 

. $3.45 

$2.70 

2-8X6-8X11. 

. 3.60 

2.80 

2-6X7-0X11. 

. 4.25 

3.30 

2-6X7-0Xlf. 

. 4.75 

3.80 

2-10X7-0Xlf. 

. 5.05 

4.00 

3-0X7-0Xlf. 

. 5.15 

4.20 

3-0X7-6Xlf. 

. 5.90 

4.70 


Best quality for oil finish in 39 sizes, 5 yellow pine panels, western 
white pine frame for If sizes on average 200 per square foot; for 
If, up to 7-0 high, 240; for 7 ft 6 in, from 27 to 34, the 5X7-6 
being 310, and the 2-6X8, 340. 

Extras. For cypress doors allow from 400 to 500 extra on a door; 
for yellow pine 5-panel doors deduct from 150 to 250 per door, all 
from above list. 

Cupboard Doors. 200 per square foot in yellow pine. 

China Closet Doors.—Glazed with common glass, 250 per square 
foot in yellow pine. 


FACTORY WINDOWS 

Square foot cost of 60 light windows on Nos. 7 and 8 has already 
been given, but these were from If to 2 in thick and cost more 
on this account. So many buildings have been put up of late 
years with this class of windows that the mills now give a list on 
the common sizes: 

For 15 light windows, S S, If open, check rail, 50 per square 
foot; glazed, 110. 

For 18 light, as above, same price. 

For 20 fight, as above, same price. 

For 24 fight, as above, same price. 

For 30 fight, as above, 50 and 120. 

For 32 fight, 50 and 130. 
















434 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


For windows If thick add to above, f of the price of windows 
without glass to price of window wanted—thus a window with 
32 sq ft at 5^ would be $1.60 open, and f of this being $1.20, the 
figure for If would be $2.80 open, $5.04 glazed. 

These prices are fob Chicago, and do not include frames. 

Cottage Windows.—From 3-8 to 5-2 wide and 5-2 to 6-2 long. 
With bottom light plate glass, 70^ per square foot; 33^ in plain 
D S glass. For If" thick add to window 75 £ to $1 net. 

Gable Opening.—For a triple frame about 8 ft wide by 3-9 high 
over all, but center margin light sash semi-circular and running up 
above this height, side sash divided If poplar frame, $8.50, 3 sash, 
$8.50. 


SASH AND WINDOW PRICES FOR COMMON WORK 

A Chicago price is given on some standard size windows herewith. 
The list is not complete, but sufficiently so for most who will use it. 
For If in thick, see rule, page 196. 


Transom Sash If Thick 


Size of 
sash 

Ft. Inches 

One light 

Size of 
sash 

Ft. Incnes 

Two light 

Price 

per 

sasP 

open 

Price 

two 

light 

glazed 

Price 

one 

light 

glazed 

Price 

one 

light 

double 

strength 

Price 

per 

sash 

open 

Price 

two 

light 

glazed 

One 

light 

glazed 

double 

strength 

2 

6X10 

$0.23 


$0.39 


4 0X14 

$0.50 

$0.94 

$1.23 

2 

6X16 

.24 


.51 


4 0X20 

.57 

1.22 

1.66 

2 

6X20 

.36 


.80 


4 0X24 

60 

1 48 

2 05 

2 

8X10 

.24 


.47 


4 4X14 

.57 

l!05 

l!37 

2 

8X16 

.25 


.53 


4 4X20 

.59 

1 .40 

1.91 

2 

8X20 

.30 


.67 


4 4X24 

.64 

1.59 

2.13 

2 

8X24 

.43 


.97 


4 6X14 

.59 

1.14 

1.57 

2 

10X14 

.25 


.50 


4 6X20 

.60 

1.45 

1.91 

2 

10X20 

.30 


.70 


4 6X24 

.66 

1.65 

2.47 

2 

10X24 

.43 


1.01 


5 0X14 

.64 

1.23 

1 .77 

3 

0X14 

.28 


.57 


5 0X20 

.66 

1.57 

2.35 

3 

0X20 

.33 


.77 


5 0X24 

.70 

1.79 

2.84 

3 

0X24 

.40 


.95 


5 0X26 

.74 

1.90 

2.88 

3 

6X14 

.37 

$o'77 

.78 

$0.97 

5 6X18 

.74 

1.68 

2.53 

3 

6X20 

.45 

1.04 

1.07 

1.35 

5 6X24 

.78 

2.08 

2.95 

3 

6X24 

.49 

1.25 

1.25 

1.57 

5 6X30 

.86 

2.49 

3.61 

3 

8X14 

.40 

.82 

.85 

1.04 

6 0X20 

.82 

1.94 

2.82 

3 

8X20 

.51 

1.13 

1.23 

1.52 

6 0X26 

.89 

2.41 

3.62 

3 

8X24 

.57 

1.37 

1.42 

1.80 

6 0X34 

1.06 

3.35 

5.04 


Cellar Sash. For cellar sash, attic sash, etc., the above prices 
are close enough if the outside measurement is the same, and at If. 





































MILLWORK AND GLASS 


435 


If", 1 Lt Sash with Plain Glass 


Glass 

size 

Price 

open 

Price 

glazed 

single 

strength 

Price 

glazed 

double 

strength 

Price 

glazed 

plate 

16X20 

$0.32 

$0 51 

$0 63 


20 X 20 

.32 

.59 

.65 


24X24 

.32 

.70 

.91 


24X30 

.34 

.83 

1.09 


26X30 

.39 

.93 

1.20 


28X32 

.41 

1.09 

1.40 


30 X 38 

.47 

1.35 

1.74 


32 X 32 

.49 


1.79 


32 X 40 

.56 


2.34 


34X36 

.56 


2.11 



Glass 

size 

Price 

open 

Price 

glazed 

single 

strength 

Price 

glazed 

double 

strength 

Price 

glazed 

plate 

36 X 36 
36X44 
38X42 

$0.72 

.72 

.96 


$2.28 

2.85 

2.65 

$5.80 
8.62 
8.90 

38X56 

1.07 


4.20 

11.65 

40X44 

1.00 


3.16 

10.50 

40X60 

1.14 


4.82 

13.06 

44X44 

1.15 


3.65 

11.85 

48X44 

1.27 


4.71 

12.75 

48 X 56 

1.36 


5.75 

14.70 


No Window Frames Included 


Net Prices of 8 Lt Check Rail If" Windows 


Size 

of 

glass, 

inches 

Price 

without 

glass 

Price 

with 

glass 

Net 

prices of 
outside 
blinds 

Size 

of 

glass, 

inches 

Price 

without 

glass 

Price 

with 

glass 

Net 

prices 

outside 

blinds 

9X12 

$0.44 

$0.84 

$1.26 

12X14 

$0.53 

$1.12 

$1.40 

9X16 

.64 

1.33 

1.56 

12X20 

.70 

1.66 

1.94 

10X 12 

.46 

.85 

1.26 

14X16 

.63 

1.47 

1 .66 

10X16 

.55 

1.12 

1.56 

14X20 

.74 

1 .77 

2.10 

10X20 

.80 

1.75 

1.94 

14X24 

1.20 

2.85 

2.50 


Net Prices of 12 Lt 


8X10 

$0.45 

$0 

85 

$1 

.16 

10X12 

$0 

50 

$1 

18 

$1 

46 

8X14 

.64 

1 

47 

1 

40 

10X16 


66 

1 

52 

1 

76 

9X12 

.53 

1 

08 

1 

40 

10X20 


94 

2 

40 

2 

16 

9X14 

.58 

1 

67 

1 

50 

12X14 


68 

1 

72 

2 

03 

9X16 

.76 

1 

80 

1 

66 

12X20 

1 

03 

2 

78 

2 

80 


Net Prices of 4 Lt 


Size 

of 

glass, 

inches 

Price 

without 

glass 

Glazed 

with 

single 

strength 

Net 

prices 

of 

outside 

blinds 

Size 

of 

glass, 

inches 

Price 

witn- 

out 

glass 

Glazed 

with 

single 

strength 

Glazed 

with 

double 

strength 

Net 

prices 

outside 

blinds 

10X 16 

$0 38 

$0 71 

$1 10 

14X20 

$0 49 

$1 04 


$1.40 

10X24 

A3 

.86 

1.26 

14X24 

.49 

1.14 


1.40 

10X30 

.50 

1.14 

1.50 

14X28 

.54 

1.32 


1.50 

10X36 

.70 

1.72 

1.76 

14X32 

.60 

1.53 

2.24 

1.66 

12X16 

.41 

.80 

1.10 

14X36 

.65 

1.70 

2.52 

1.94 

12X24 

.46 

1.03 

1 .26 

14X40 

’.72 

1.96 

2.78 

2.10 

12X28 

.50 

1.14 

1.40 

14X44 

1.00 

2.83 

3.75 

2.33 

12X36 

.62 

1.48 

1.77 

14X48 

1.16 

3.31 

4.36 

2.50 

12X40 

.68 

1.75 

1.94 

15X20 

.62 

1.44 


1.54 

12X44 

.96 

2.55 

2.33 

15X24 

.62 

1.60 

2.09 

1.54 

12X48 

1.12 

2.80 

2.50 

15X30 

.72 

1.90 

2.69 

1.80 





15X34 

.79 

2.24 

3.02 

2.09 





15X38 

.86 

2.47 

3.33 

2.26 





15X42 

.95 

2.94 

3.93 

2.46 

’’ 




15X48 

1.19 

3.61 

4.70 

2.7'. 



























































































436 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Net Prices of 2 Lt 


Size 

of 

glass, 

inches 

Price 

win¬ 

dow 

open 

Glazed 

with 

single 

strength 

Glazed 

with 

double 

strength 

Net 

price 

outside 

blinds 

Size 

of 

glass, 

inches 

Price 

win¬ 

dow 

open 

Glazed 

with 

single 

strength 

Glazed 

with 

double 

strength 

Net 

price 

outside 

blinds 

16X20 

$0.40 

$0.75 

$0.95 

$0.96 

28X40 

$0.67 

$1.98 

$2.56 

$2.10 

16X26 

.42 

.93 

1.23 

1.07 

28X44 

.80 

2.65 

3.36 

2.33 

16X30 

.47 

.98 

1.38 

1.11 

28X48 

1 . 10 

3.75 

4.75 

2.50 

16X36 

.65 

1.44 

1.94 

1 .42 

30X24 

.57 

1.40 

1.95 

1.46 

18X20 

.40 

.80 

1.04 

1.10 

30X32 

.58 

1.90 

2.49 

1.76 

18X28 

.44 

.99 

1.42 

1.40 

30X40 

.70 

2.32 

3.04 

2.16 

18X32 

.59 

1.28 

1.83 

1.56 

30X44 

.98 

3.20 

.405 

2.57 

18X36 

.65 

1.57 

2.17 

1.76 

30X50 

1.21 

3.82 

4.86 

2.94 

18X40 

.73 

1.88 

2.42 

1.94 

32X24 

.71 

1.60 

2.03 

1.69 

20X20 

.40 

.88 

1.18 

1.10 

32X30 

.73 

2.22 

2.88 

1.90 

20X24 

.40 

.93 

1.22 

1.26 

32X36 

.77 


3.28 

2.26 

20X28 

.44 

1.04 

1.36 

1.40 

32X40 

1.00 


4.56 

2.49 

20X32 

.49 

1.22 

1.61 

1.56 

32X44 

1.15 


5.36 

2.96 

20X36 

.55 

1.38 

1.79 

1 .76 

32 X 50 

1.40 


5.64 

8.28 

20X40 

.73 

1.91 

2.48 

1.94 

34 X 24 

.88 

2.18 

2.68 

1.69 

22X20 

.41 

.94 

1.23 

1.10 

34X28 

.89 

2.48 

3.16 

1.73 

22X26 

.44 

1.03 

1.36 

1.34 

34X32 

.89 


3.50 

2.04 

22X30 

.49 

1.20 

1.55 

1.50 

34 X 36 

.96 


4.25 

2.26 

22X34 

.54 

1 .45 

1.88 

1.66 

34X40 

1 .04 


4.59 

2.50 

22X40 

.75 

2.22 

2.88 

1.94 

34X44 

1.26 


7.25 

3.46 

22X44 

.89 

2.66 

3.45 

2.32 

34X50 

1 .46 


6.75 

3.45 

22X48 

1.04 

2.80 

3.58 

2.48 

36 X 24 

.84 

1.96 

2.46 

1.82 

24X18 

.43 

.93 

1.24 

1.1C 

36 X 30 

.85 

2.41 

3.06 

2.12 

24X24 

.43 

1.07 

1.42 

1.26 

36 X 34 

.90 


3.67 

2.46 

24X28 

.48 

1.19 

1.58 

1.40 

36 X 38 

.95 


.4.52 

2.68 • 

24X32 

.52 

1.37 

1.77 

1.56 

36 X 44 

1.33 


5.60 

3.04 

24X36 

.59 

1.50 

1.95 

1.76 

36X50 

1.60 


7.52 

3.46 

24X40 

.65 

1.86 

2.41 

1.94 

40 X 24 

.94 


2.86 

2.03 

24X44 

.91 

2.68 

3.46 

2.32 

40 X 34 

1.00 


3.76 

2.75 

24X48 

1.06 

3.42 

4.30 

2.48 

40 X 38 

1.05 


4.62 

2.99 

26X20 

.47 

1.05 

1.45 

1.26 

40X44 

1.45 


6.81 

3.38 

26X26 

.47 

1.24 

1 .67 

1.46 

44X30 

1.05 


4.07 

2.62 

26X30 

.52 

1.45 

1.90 

1.64 

44X34 

1.10 


4.65 

3.04 

26X34 

.58 

1.74 

2.24 

1.90 

44 X 38 

1 .40 


6.75 

3.30 

26X38 

.64 

1.94 

2.53 

2.06 

44X42 

1.49 


7.72 

3.58 

26X42 

.70 

2.19 

2.84 

2.24 

48 X 30 

1 17 


4.71 

2.87 

26X48 

1.08 

3.43 

4.33 

2.50 

48 X 36 

1 .23 


5.70 

3.40 

28X24 

.51 

1 .28 

1.77 

1.40 

48X40 

1.55 


7.22 

3.68 

28X28 

.51 

1 .45 

1.90 

1.50 

48X44 

1. 171 


10.06 

4.08 

28X32 

.56 

1.72 

2.23 

1.69 






28X36 

.62 

1.93 

2.52 

1.94 







Net Prices of 2 Lt Pantry Windows 


Size of 
glass, 
inches 

Price per 
window 
open 

Price per 
window 
glazed 

Outside 

blinds 

Size of 
glass, 
inches 

Price per 
window 
open 

Price per 
window 
glazed 

Outside 

blinds 

12X20 

$0.35 

$0.72 

$0.84 

14X20 

$0.36 

$0.74 

$0.94 

12X28 

.40 

.91 

.94 

14X26 

.38 

.91 

.96 

12X32 

.54 

1.22 

1 .06 

14X30 

.44 

.96 

1.10 

12X36 

.60 

1.41 

1.24 

14X36 

.62 

1.42 

1.26 



















































MILLWORK AND GLASS 


437 


RULE FOR If" ODD WINDOWS 

For odd size windows If" thick, open or glazed, add to price of 
next larger listed size, 25% of the open price. If glazed, add to 
total 10%. 

RULE FOR If" SASH AND WINDOWS 

For price of If" open window add to price of If" open window 
75%. 

Example: A 2 light 12X28 If" window would take the If" open 
price of 40^ as given above plus 75%, which is 30?f, making the price 
of the If" open window 70j£ net. 

For price of If" glazed window add to If" glazed window price, 
single or double strength, 75% of the open window price, plus an 
extra 10% to the total. 

Example: Follow example above adding the 30^ to the glazed 
price of 910, which makes $1.21 then add 10% to this, making the 
price of the glazed window $1.33. 

For 2" or 2f sash the price is double that already given. 

Hot Bed Sash 



Size of sash, 

Thickness, 

Price per sash 

Price per sash 


feet and inches 

inches 

without glass 

glazed 

3 

0X6 0. 

H 

$1.05 

$1.95 

3 

4X6 . 

U 

1.09 

2.15 


SASH EXTRAS TO BE ADDED TO PRICE 

For half circle head inside and outside, $1.15. 

For half circle inside and outside, If, $1.65. 

For half circle head inside and outside, but between 3' 4" and 
5' wide, $2.70. 

For half circle outside, sq inside, If, between 3'-4" and 5' wide $2.55 


For same, If. 3.75 

For segment head, If".50 

For segment head, If".*.75 

For segment head, If" from 3-4 to 5.90 

For segment head, If" from 3-4 to 5. 1.40 


In addition to these figures add 20% to the total when they 
are combined with the window chosen. These prices are for the 
window or 2 sash, and do not include frame. 

Oil Finish. For really good oil finish work add 20% to price. 















438 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


NET PRICES ON WINDOW FRAMES 

This table of prices can be used for 2 light, 4 light, 8 light, or 
12 light windows, simply taking the exact size or the next largest 
window size. 


Opening size of window for If" 


for If" sash 

Plain drip 
cap. 

No pulleys. 
Knock down 

Moulded 

window 

frame. 

No pulleys. 
Knock down 

Box 

window 

frame. 

No pulleys. 
Knock down 


$1.40 

$1.60 

$2.10 


1.57 

1.89 

2.31 


1.73 

2.10 

2.52 


1.89 

2.25 

2.75 


1.40 

1.60 

2.10 


1.57 

1.89 

2.31 


1.73 

2.10 

2.52 


1.89 

2.25 

2.75 


1.57 

1.80 

2.21 


1.73 

2.10 

2.42 ■ 


1.89 

2.25 

2.63 


2.00 

2.42 

2.84 


1.57 

1.89 

2.21 


1.73 

2.10 

2.42 


1.89 

2.25 

2.63 


2.00 

2.42 

2.84 


1.73 

2.10 

2.52 


1.89 

2.25 

2.75 


2.00 

2.42 

3.00 


2.15 

2.63 

3.21 


1 80 

2.15 

2.63 


1.95 

2.34 

2.84 


2.10 

2.52 

3.10 


2.25 

2.70 

3.30 


1.80 

2.15 

2.63 


^1.95 

2.34 

2.84 


2.10 

2.52 

3.10 


2.25 

2.70 

3.30 


1.95 

2.34 

2.84 


2.10 

2.52 

3.10 


2.25 

2.70 

3.30 


2.40 

2.89 

3.52 


2 4|X5 
2 4iX6 
2 4fX7 
2 4fX8 
2 8}X5 
2 8|X6 
2 8|X7 

2 8£X8 

3 0|X5 
3 0£X6 
3 0£X7 
3 0|X8 
3 6iX5 
3 6|X6 
3 6|X7 

6|X8 
2 |X5 
2|X6 
2|X7 
2|X8 
81X5 
8|X6 
8|X 7 
8|X8 
0£X5 
0£X6 
0|X7 
0£X8 
6 0£X5 
6 0|X6 
6 0£X7 
6 04X8 


3 

4 
4 
4 
4 
4 
4 
4 

4 

5 
5 
5 
5 


8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 
8 and under. 








































MILLWORK AND GLASS 


439 


Pulleys. Above prices do not include pulleys, pulley holes or 
pockets. If plain pulleys are wanted with pulley holes and pockets 
add 25c i to each frame. 

Moulded cap frames, add to price of plain drip cap, each frame, 

20 £. 

For 1|X4| outside casings, add to each frame 15^. 

For nailing frames together add extra each frame‘25^ at mill; 
on building, 50^ for frame building; 65^ for box frames. 

For frames made for sash If" thick add 15^ each. 

INSIDE DOOR JAMBS 

Inside door jambs are furnished knock down in the white; care¬ 
fully bundled for shipments. The jambs are iX5h" with sides 
dadoed for head. Prices do not include stops. 

Prices of Inside Door Jambs 


Size and width 

Clear 

yp 

Clear 

plain 

red 

oak 

Clear 

birch 

Clear 

cypress 

for 

oil 

Gum 

for 

stain or 
paint 

Clear 
q w 
oak 

2 6X6 8 and smaller 

$0.60 

$0.95 

$0.84 

$0.70 

$0.50 

$1.63 

2 6X7 8 and smaller 

.63 

1.05 

.94 

.75 

.55 

1.83 

2 10X6 8 and smaller 

.60 

.95 

.84 

.70 

.50 

1.63 

2 10X7 8 and smaller 

.63 

1.05 

.94 

.75 

.55 

1.83 

2 10X8 8 and smaller 

.70 

1.15 

1.05 

.80 

.58 

1.93 

3 10X6 8 and smaller 

.60 

1.10 

.90 

.75 

.52 

1.70 

3 10X7 8 and smaller 

.70 

1.15 

1.05 

.80 

.58 

1.93 

3 10X8 8 and smaller 

.73 

1.25 

1.15 

.84 

.63 

2.11 

4 10X6 8 and smaller 

.63 

1.05 

.94 

.75 

.55 

1.83 

4 10X7 8 and smaller 

.73 

1.15 

1.10 

.80 

.60 

2.00 

4 10X8 8 and smaller 

.77 

1.26 

1.20 

.90 

.65 

2.21 

5 10X6 8 and smaller 

.70 

1.15 

1.05 

.80 

.58 

1.93 

5 10X7 8 and smaller 

.73 

1.26 

1.15 

.84 

.63 

2.11 

5 10X8 8 and smaller 

.80 

1.36 

1.30 

.90 

.69 

2.31 

6 10X6 8 and smaller 

.73 

1.15 

1.10 

.80 

.60 

2.00 

6 10X7 8 and smaller 

.77 

1.26 

1.20 

.90 

.65 

2.21 

6 10X8 8 and smaller 

.84 

1.40 

1.36 

1.00 

.70 

2.42 

7 10X6 8 and smaller 

.73 

1.26 

1.15 

.84 

.63 

2.11 

7 10X7 8 and smaller 

.80 

1.36 

1.30 

.90 

.67 

2.31 

7 10X8 8 and smaller 

.90 

1.47 

1.40 

1.05 

.73 

2.52 

8 10X7 8 and smaller 

.84 

1.40 

1.36 

1.00 

.70 

2.42 

8 10X8 8 and smaller 

.94 

1.50 

1.47 

1.10 

.75 

2.57 

8 10X9 8 and smaller 

.96 

1.60 

1.57 

1.15 

.80 

2.75 













440 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


For plain white oak jambs add to plain red oak prices 10%. 

For quartered red oak jambs deduct for quartered white oak 
prices 25%. 

For jambs made 7 \" wide add to above prices 33|%. 

For jambs made II" thick add to above prices 66|%. 

For jambs made If" thick add to above prices 100%. 

Stock is only yellow pine and plain red oak jambs f X5| wide. 
All other jambs are special. For transom head jambs add for 
bar, 40^. Take price of jamb required to make opening height 
plus 2" for bar. 


Example: Door 

Transom 

Base 


3-OX 7-0 
3-OX 1-2 
2 


8-4 


Take price inside door jamb 
size, 3-10X8-8 and add 40^ 
for bar. 


Casing, Hook Strip, Base and Mouldings—Standard Patterns 


Net Prices per 100 linear ft. 


Size 

Clear 
y P 

Clear 

plain 

red 

oak 

Clear 

birch 

Clear 

cypress 

Clear 
gum for 
stain or 
paint 

Clear 
q w 
oak 

Size H X21 

$1.05 

$2.06 

$1.78 

$1.59 

$1.05 

$4.10 

Size rfX7i 

3.20 

6.00 

5.26 

4.35 

3.00 

11.99 

Size 11X51 

2.40 

4.75 

3.78 

3.15 

2.30 

9.00 

Size \ X 1 

.30 

.73 

.63 

.57 

.40 

1.50 

Size xiX7£ 

3.20 

6.00 

5.26 

4.35 

3 00 

11.90 

Size fX ! 

.30 

.73 

.63 

.57 

.40 

1.50 

Size fXlf 

.80 

1.50 

1.40 

1.10 

.80 

3.00 

Size xfX7£ 

3.20 

6.00 

5.26 

4.35 

3.00 

11.90 

Size ifX41 

1.84 

3.55 

3.00 

2.63 

1.80 

7.10 

Size TeX4f 

2.00 

3.95 

3.36 

2.94 

2.00 

7.90 

Size if X6 

2.73 

5.30 

4.63 

3.90 

2.60 

9.75 

Size |X3£ 

1.60 

3.00 

2.80 

2.40 

1.60 

6.00 


Stock is only yellow pine and plain red oak. All other woods are 
special and take longer to ship. 

For plain white oak add to plain red oak prices 10%. 

For quartered red oak deduct from quartered white oak prices 
25%. 

Cut lengths or specified lengths add 10% extra. 














MILLWORK AND GLASS 


441 


Window Stools, Per 100' 



Clear 
y P 

Clear 
plain 
red oak 

Clear 

plain 

birch 

Clear 

cypress 

Clear 

gum 

Clear 
q w 
oak 

If X3f.. 
11X41.. 

$2.36 

2.66 

$4.95 

5.68 

$4.21 

4.70 

$3.68 

4.10 

$2.52 

2.84 

$9.90 

11.25 


Plate Rail. 3 membered, 31" level, 41 upright pieces, hi in yellow 
pine; Si in red oak per ft. 

Quarter Round. Size f, yellow pine, 40^ per 100; red oak, 80^; 
1, 42 i and Shi. 

Picture Mould. In yellow pine, lj i; red oak, 2 i per ft. 


Door and Window Stops per 100 



Clear 

y-p 

Clear 
plain 
red oak 

Clear 

plain 

birch 

Clear 

cypress 

Clear 
gum for 
stain or 
paint 

Clear 
q w 
oak 

1X2.... 

$0.60 

$1.60 

$1.20 

$1.10 

$0.80 

$3.00 

1X1}... 

.48 

1.20 

1.12 

.88 

.64 

2.40 

1X1|... 

.36 

.90 

.84 

.66 

.48 

1.80 

ixii... 

.30 

.80 

.70 

.55 

.40 

1.50 


Cap Trim Per 100' 


Size 

Clear 

y p 

Clear 
plain 
red oak 

Clear 

plain 

birch 

Clear 

cypress 

Clear 
gum for 
stain or 
paint 

Clear 
q w 
oak 

If X2f.. 

$2.11 

$4.10 

$3.80 

$3.00 

$2.00 

$8.21 

13. V4i 

16 • • 

2.00 

3.75 

3.50 

2.75 

1.90 

7.50 

Axi... 

.35 

.84 

.80 

.63 

.44 

1.72 

11X21.. 

1.68 

3.15 

2.90 

2.27 

1.57 

6.25 

liX2f.. 

1.78 

4.00 

3.36 

2.63 

1.83 

7.20 

HX5}.. 

2.26 

5.00 

4.20 

3.30 

2.T6 

9.00 

5 v 1 

8 A 4 • * 

1.20 

1.30 

1.30 

1.30 

1.30 

1.50 

13 v9 1 

16 • • 

2.10 

2.75 

2.75 

2.75 

2.75 

3.00 






































442 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Plain Base and Corner Blocks 


Carried and 5 wide 

Yellow 

pine 

Plain 
red oak 

Plain 

birch 

Cypress 

Quartered 
white oak 

11X10. 

$0.04^ 

.04^ 

.02f 

.02| 

$0.08 

.08 

.05 

.05 

$0.10 

.10 

.06 

.06 

$0.06 

.06 

.04 

.04 

$0.15 
.15 
.07| 
.07 5 

11X10. 

If thick. 

If thick. 


Plain Colonial Porch Columns. Built up plain cap and base 
base columns, 6" diam, 30 to 40^ per linear ft; 8", 6', 33 to 56; 
8", 10', 27 to 42^; 10", 10', 36 to 51^. With carved wood caps add 
about $1.40 each. 

With Composition Caps add from $1.50 to $3.00 for average 
work. Some styles and sizes run to $6 and $12. 


Large Special Porch Columns 


Diam¬ 
eter of 
shaft, 
inches 

Height 
over all, 
feet 

Plain 
shaft cap 
and 
base 

Fluted 
shaft 
plain 
cap and 
base 

Scamozzi 

cap 

fluted 

shaft 

plain 

base 

Scamozzi 

cap 

plain 

shaft 

plain 

base 

Corin¬ 

thian 

cap 

plain 

shaft 

plain 

base 

Corin¬ 

thian 

cap 

fluted 

shaft 

plain 

base 

12 

8 

$5.32 

$6.82 

$7.97 

$6.47 

$7.82 

$9.32 

12 

9 

5.95 

7.45 

8.60 

7.10 

8j45 

9.95 

12 

10 

6.78 

8.28 

9.38 

7.93 

9.28 

10.78 

12 

12 

8.48 

10.48 

11.63 

9.63 

10.98 

12.98 

12 

14 

11.45 

13.95 

15.10 

12.60 

13.95 

16.45 

16 

8 

13.70 

14.80 

17.80 

16.70 

17.70 

18.80 

16 

10 

14.55 

15.80 

18.80 

17.55 

18.55 

19.80 

16 

12 

16.25 

17.65 

20.65 

19.25 

20.25 

21.65 

16 

14 

18.45 

20.00 

23.00 

21.45 

22.45 

24.00 

16 

16 

20.90 

22.65 

25.65 

23.90 

24.90 

26.65 

16 

18 

23.60 

25.60 

28.60 

26.60 

27.60 

29.60 

16 

20 

26.50 

28.80 

31.80 

29.50 

30.00 

32.80 

18 

12 

22.00 

24.00 

28.00 

26.00 

27.50 

29.50 

18 

14 

24.00 

26.25 

29.25 

28.00 

30.00 

31.75 

18 

16 

26.50 

28.10 

32.10 

30.50 

32.00 

34.60 


































MILLWORK AND GLASS 


443 


Large Special Porch Columns—Continued 


Diam¬ 
eter of 
shaft, 
inches 

Height 
over all, 
feet 

Plain 
shaft cap 
and 
base 

Fluted 
shaft 
plain 
cap and 
base 

Scamozzi 

cap 

fluted 

shaft 

plain 

base 

Scamozzi 

cap 

plain 

shaft 

plain 

base 

Corin¬ 

thian 

cap 

plain 

shaft 

plain 

base 

Corin¬ 

thian 

cap 

fluted 

shaft 

plain 

base 

18 

18 

29 

.25 

32 

.25 

36.25 

33 

.25 

34 

.75 

37.75 

18 

20 

32 

.25 

35 

.75 

39.75 

36 

.25 

37 

.75 

41.25 

20 

16 

33 

.00 

36 

.50 

41.50 

38 

.00 

40 

.00 

43.50 

20 

18 

35 

.20 

39 

.20 

44.20 

41 

.20 

42 

.20 

46.20 

20 

20 

38 

.00 

42 

.50 

47.50 

43 

.00 

45 

.00 

49.50 

22 

16 

41 

.50 

46 

.00 

52.50 

46 

.50 

50 

.70 

55.20 

22 

18 

44 

.10 

49 

.10 

55.60 

48 

.10 

53 

.30 

58.30 

22 

20 

47 

.60 

53 

.10 

59.60 

52 

.60 

56 

.80 

62.33, 

24 

18 

47 

.75 

53 

.25 

59.75 

53 

.25 

59 

.25 

64.75 

24 

20 

51 

.50 

57 

.50 

64.00 

58. 

.00 

63 

.00 

69.00 

24 

22 

55 

.50 

62 

.00 

68.50 

62. 

.00 

67 

.00 

73.50 

24 

24 

60. 

10 

67. 

.10 

73.60 

66. 

,60 

71. 

60 

78.60 

26 

20 

57. 

50 

64. 

50 

73.50 

66. 

50 

72. 

00 

79.00 

26 

22 

61. 

60 

69. 

10 

78.10 

70. 

60 

76. 

10 

83.60 

26 

24 

66. 

50 

74. 

50 

83.50 

75. 

50 

81. 

00 

89.00 

28 

24 

74. 

50 

82. 

50 

92.50 

84. 

50 

93. 

50 

101.50 

28 

26 

80. 

15 

88. 

65 

98.65 

89. 

15 

99. 

15 

107.65 

28 

28 

86. 

50 

95. 

50 

105.50 

95. 

50 

105. 

50 

115.00 

30 

26 

90. 

50 

95. 

50 

110.50 

101. 

50 

115. 

00 

124.00 

30 

30 

101. 

60 

111. 

60 

122.60 

112. 

60 

126. 

10 

136.10 


Pedestal Colonials. From 50?f to 85ff per linear ft, plain. 

Solid Bored Colonials and Newels. 25f£ to 41^, plain. 

Porch Rail. Top 2fX3£, 9^; bottom, lfX3£, H. Smaller top, 
If X3|, H. 

Porch Balusters. Size, 2\ sq X 24, 9^ turned; If sq, Sq 
If Xlf X24, 3j£. 

Pantry Drawer Cases. In yellow pine, not oiled, 40^ per square 
foot, and 55£ in red oak. 

China Closets. Drawers below, glazed doors above, no hardware 
br oiling, 75j£ in yellow pine and $1 in red oak per square foot. 






















444 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


STAIRS NOT SET 


Plain oak or birch, no paneling under, 3 to 4' wide, no rough 
carriages, $70. 


In QS Red Oak. «... $80.00 

In Q S White Oak. 90.00 

In Yellow Pine. 60.00 


For a fairly good stair that figure is enough. If soffits or walls 
are paneled, rails with crooks and newels of better than ordinary 
design an extra allowance must be made. 

A stair with newels, walls, soffits, etc., paneled, runs in yellow pine 
to $210; and in Q S white oak to $260. The above figures do not 
include work of painter. 

Parlor Columns. In red oak, from $7 to $8 each. Fluted $1 
extra. About 7' 6" high. 


Hardwood Flooring 


Lengths, 2 ft 16 ft 

1X1 

inch 

IXH 
or 2 in 

1X1? 
or 2 in 

1X11 
or 2 in 

HXU 

or 2 in 

RX2i. 

inch 

Clear maple flooring. 

Select No. 1 maple flooring 
Clear plain red or white oak 

$30.00 

$37.50 

31.00 

$46.25 

39.00 

$47.50 

41.00 

$50.00 

44.00 

$50.00 

44.00 


flooring. 

45.50 

48.00 

60.00 

65.00 

62.00 

62.00 

Select No. 1 red or white 

oak flooring. 

32.00 

34.00 



48.00 

48.00 

Clear quarter sawed red oak 



flooring. 

63.00 

65.00 


95.00 

95.00 

95.00 

Clear quarter sawed white 


oak flooring. 

65.00 

67.00 

93.50 

100.00 

100.00 

100.00 

Select quarter sawed red or 

white oak flooring. 





70.00 

160.00 

70.00 

160.00 

Cherry. 

ioo.oo 

105.00 







Strictly clear maple, $12 extra. 

The supply of hardwood is being rapidly diminished. On these 
and all hardwood prices a gradual rise will take place. 



























MILLWORK AND GLASS 


445 


Hardwood Lumber 


Price rough or 
surfaced 

Yellow 

pine 

Plain 
white or 
red oak 

Plain 

birch 

Cypress 

Gum 

Quar¬ 
tered 
white oak 

1 X44 8' to 16' 

$48.00 

$72.00 

$46.00 

$61.00 

$42.00 

$94.00 

X 6 8' to 16' 

52.00 

76.00 

57.00 

72.00 

45.00 

117.00 

X 8 8' to 16' 

52.00 

79.00 

60.00 

75.00 

57.00 

132.00 

X10 8'to 16' 

55.20 

87.00 

72.00 

79.00 

61.00 

169.00' 

X12 8'to 16' 

57.60 

94.00 

76.00 

82.00 

64.00 

229.00 

X14 8'to 16' 

60.80 

97.00 

87.00 

87.00 

72.00 

229.00 

HX 4 8'to 16' 

56.00 

75.00 

49.00 

64.00 

49.00 

94.00 

X 6 8' to 16' 

56.00 

82.00 

62.00 

76.00 

62.00 

120.00 

X 8 8' to 16' 

56.00 

87.00 

64.00 

79.00 

67.00 

136.00 

X10 8'to 16' 

56.00 

102.00 

72.00 

87.00 

72.00 

229.00 

X12 8'to 16' 

59.20 

102.00 

72.00 

87.00 

76.00 

229.00 

1*X 4 8'to 16' 

57.60 

82.00 

62.00 

76.00 

62.00 

120.00 

X 6 8' to 16' 

57.60 

87.00 

64.00 

79.00 

67.00 

136.00 

X 8 8' to 16' 

57.60 

102.00 

72.00 

87.00 

72.00 

229.00 

X10 8'to 16' 

57.60 

102.00 

72.00 

87.00 

76.00 

229.00 


If less than 500 ft and more than 250 ft add $5.00 per M 
If less than 250 ft add $10.00 per M. 













446 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


PART TWO 

Square Foot Prices of Stock Sizes of Windows, Based on 
the Standard Lists 

All sash If in thick. Add per square foot for If in, net: pine 
and similar woods: no hardwood. Discount, 45 per cent 
in 1923. 

2-light. From 12"X14" to 22"X32" allow 53j£ per square foot 
for single strength. From 16"X16" to 24"X28" allow 67 per 
square foot for D S. From 26"X40" to 30"X38" allow 750 
From 34"X40" to 48"X40", 810 These large sizes, D S. 

These are the permanent list prices, close enough for valuation 
purposes, and must be discounted to suit the local or particular year 
rate. In the absence of a specification an appraiser cannot tell 
whether glass is S S or D S, and D S is safer to use. 

The size given is for a single sash, and the window opening is 
twice as large. Thus a 48"X40", 2-light, takes a frame 4' 4"X7' 2" 
in the clear, where the square foot sizes in these tables are taken. 
Frames are not included. 

4-light. From 10"X16" to 15"X40", S S, allow 53^ per square 
foot. For D S, 14"X32" to 15"X24", allow 660 from 15" X 30" 
to 15"X40", 710 all undiscounted. 

8-light. For 10"X12" to 14"X20" allow 48ff per square foot, 
all S S. For sizes smaller than 10"X12", about 530 

12-light. All S S. For 10"X12" to 12"X20" allow 480. For 
smaller than 10"X12", 530. 

15-light. For 10"X12" to 12"X18", 500 For smaller than 
10"X12", 550 All S S. 

18-light. All S S. Same sizes, 520 smaller, 570 

24-light. All S S. For 10"X12", 550 10"X1S" and 12"X18", 
510 smaller, 740 

40-light. All S S. For 10" X12", 600- 10" X18" and 12" X18", 
530* smaller, 850 

Single-sash. There are few on an ordinary building. A close 
enough figure may be had from the foregoing square foot lists. 
No frames included. A single sash may have one or more lights. 
These sash are used for transoms, in cellars, basements, etc. 

Cottage Front Sash. 1-light. All D S. Net glass size is given, 
as all through these lists, according to the mill system, and the 
width always comes first. But measurement for valuation is taken 
inside the frames, or over the wood of the sash. 

For 40"X40", 82^ per square foot; 40"X56", $1.12; 40"X68", 
$1.30; 44"X4O",9O0 44"X56", $1.17; 44"X68", $1.42; 48"X56", 


MILLWORIv AND GLASS 


447 


$1.32; 48"X68",$1.87;50"X40",89^; 50"X56", $1.41; 50"X68", 
$1.81. 

Each of these sash is supposed to fill an entire window, and as 
usual the thickness is If in. 

When the same style of single sash for a window is divided to show 
a top light, as if there were two sash, the cost is less, as the large 
glass is what counts. Ordinary sizes with bar across, $1.05 per 
square foot; large sizes, $1.20. Discount from these list prices. 

Cottage Check Rail Windows. For one style with the large sash 
below and small sash on top divided into 22 diamond lights, allow 
from $1.40 per square foot to $1.50. With the same style, but 
52 diamonds, $2.10 per square foot for the small sizes to $1.90 
for the large. The price is reversed in this case as the extra expense 
comes in the top sash, which is the same height for all sizes. 

These figures are for wood divisions, and not for leaded ones. 

Casement Sash. For If in thick, from 70j£ to 75^ per square foot 
if double strength glass, as they should be: for S S, from 15 to 20 
per cent lower. 

Cupboard Sash. For If in, 75^ per square foot, D S. For 
2-lt, S S, 55*5. 

Discount all foregoing 45 per cent in 1923. 


Square Foot Prices of Stock Doors, Based on the Standard 

Lists 

Ordinary material. Cove and bead, or bead and cove. The O.G. 
styles are a trifle less in cost. The 1923 discount, 40 per cent. 

2' 0"X6' 0" to 7 ' 0"Xir, 51ff 
2' 4"X6'6", 47 
2'4"X7'0", 41 

2' 6" and 2' 8" from 6' 6" to 8' 0" high by If", 47^ 

2' 6" and 2' 8" from 6' 6" to 8' 0" high by If", 59^ 

2' 10" and 3' 0" from 6' 8" to 8' 0" high by If", 45^ 

2' 10" and 3' 0" from 6' 8" to 8' 0" high by If’", 56j£ 

The foregoing doors are for 4 or 5 panels, arranged cross or ver¬ 
tical, or a combination. No. 1 quality is figured. 

Sash Doors. There are 8 styles listed, 5 of them with single lights 
of D S glass—or should be so—1 with 2 upright lights, and 2 with 
4 lights. For valuation purposes the prices do not vary much. 
The lists are based on I f in thick, and all through 12^ per square foot 
is added for If in. White pine or similar woods. The 1923 discount 
is 40 per cent. Local discount, No. 1 quality. 

Ordinary Sizes, 68fi to 70j£. For a 3'X8', 76^. 


448 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Paneled Cupboard Doors. Smallest sizes, 57& largest, 44-jf. 
Discount, 40 per cent in 1923. Soft woods. This is for the standard 
door with 4 cross panels. For single panel, two cross panels, or two 
vertical and one cross, add 20 per cent. Thickness, 1£ in; the f-in, 
3^ less before discounting. 

Glazed Cupboard Doors. Glazed D S, ordinary styles, soft 
woods, 1| in, 80^ for small sizes and 88^ for large; in f in, 63^ and 
72fi. But with each door divided in 15 lights, add $5.85 before 
discounting. 


White Pine Front Doors per Square Foot 

(A means D S glass; B, plate glass; C, beveled plate.) 

Unless otherwise stated the doors are If in thick. The price is 
given per square foot undiscounted, so that any discount can be 
applied. The 1923 rate is 45 to 50 per cent, so that half the square 
foot price is about the actual one. Sizes are 2'8"X6'8" and 
3'X7 // . 

(1) Glass panel above, 24" X18", average; 3 upright panels full 
length below—A, $1.28; B, $2.17; C, $2.36. This for both sizes. 

(2) Six lights above, about 7X9, and 3 panels as on No. 1 
A, $1.46; B, $2; C, $2.33, for both sizes. 

(3) One large glass panel with ordinary frame, but very wide 
bottom rail—A, not used; B, $4; C, $4.41; B, $4.35; C, $4.71. 
last figures are for 3'X7". Glass panel is 20"X56" for small door; 
and 60" for large. If stool or base mold is put at bottom, add 
5^ per square foot over entire door; and same if cap is put at top 
of glass. 

(4) One wood panel below, and single light above, 22'X48" and 
26"X52" for small and large doors—A, $1.53; B, $4.42; C, $4.80; 

A, $1.56; B, $4.71; C, $5.12. 

(5) A common style of front door is 3 cross panels below and 
glass panel above. Of various sizes, but only If in thick, 92per 
square foot. For If in add 28^ equals $1.20. For sand glass pat¬ 
terns, in the old and not very desirable style, add 12^, making a 
total of $1.32. 

(6) This style has a very wide bottom rail and 10 small lights 
above—A, $2.42; B, $4.30; C, $5.31, for both sizes. All If in, 
as no one would put plate glass in a lf-in door, especially beveled 
plate. 

(7) Same framework as (6), but 15 lights smaller—A, $2.03; 

B, $3.51; C, $4.61, for the smaller door. A, $2.04; B, $4; C, $4.97, 
for the larger. 


MILLWORK AND GLASS 


449 


(8) Same outside frame as (6) and (7), but 3 60-in glass panels 
above; no cross rails—A, $2.44; B, $3.92; C, $4.92. A, $2.50; 
B, $4.58; C, $5.43, for the larger size. 

The foregoing prices will give a close enough figure on any white 
pine front door, from the cheapest to the best that is used in this 
line. 


MIRROR DOOR—If THICK 
Panelled Back—Any Standard Arrangement of Panels 



w. 

P. 

Birch 

P. oak 

P. P. 

B. P. 

P. P. 

B. P. 

P. P. 

B. P. 

2' 0"X6' 6" 

$ 82.70 

$ 94.60 

$ 89.30 

$101.30 

$ 92.70 

$104.60 

6' 8" 

84.60 

96.80 

91.30 

103.40 

94.60 

106.80 

7' 0" 

89.80 

102.70 

94.90 

107.80 

98.20 

111.10 

2' 4"X6' 6" 

97.90 

109.80 

104.60 

116.40 

107.90 

119.80 

6' 8" 

100.20 

112.30 

106.80 

119.00 

110.20 

122.30 

r o" 

106.40 

119.20 

111.40 

124.20 

114.80 

127.60 

2' 6"X6' 6" 

113.20 

129.00 

119.80 

135.70 

123.20 

139.00 

6' 8" 

116.20 

132.40 

122.60 

138.80 

125.90 

142.10 

r o" 

123.00 

140.20 

128.10 

145.20 

131.40 

148.60 

2' 8"X6' 8" 

125.50 

141.80 

131.70 

147.90 

135.10 

151.40 

r o" 

132.80 

150.00 

139.00 

156.20 

142.60 

159.80 

3' 0"X7' 0" 

167.80 

185.00 

175.00 

192.20 

179.00 

196.20 


W. P. Mirror Door, If thick, deduct $5 


W. P., white pine; P. Oak, plain oak; P. P., plain plate; B. P., 
beveled plate Discount 45 per cent in 1923. 


Plain Red Oak Front Doors per Square Foot, If in 
(B, plate glass; C, beveled plate glass) 

(1) Wide bottom rail and one glass panel—A, $4.90; B, $5.30, 
for both sizes. 

(2) Wood panel below and glass panel above about 48 in long— 
A, $4.30; B, $4.90, both sizes. 

(3) Craftsman style, long wood panel, glass panel above 18 in 
high, in one width or three—A, $2.60; B, $2.80, for both kinds and 
sizes. 














450 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


(4) Several varieties of craftsman doors, long, high panels or 
panel below, 18 in high glass above divided 4, 6, 8 lights, or in 1 
light—A, from $2.90 to $2.70; B, from $3.10 to $3.30 per square foot. 

(5) With wide bottom rail, regular frame, center muntin and 
2 glass panels, 60 in long—A, $4.40; B, $5.60, for small sizes. 

A, $4.86; B, $6.10, for3'X7'. 

(6) Same frame as (5), but 10 lights above—A, $4.60; B, $5.60, 
both sizes. 

(7) Several varieties with 12 to 15 lights above—A, $4.90; 

B, $6.10. A, $5.20; B, $6.37, for the larger size. Doors with 
long, narrow lights are more expensive than where there are small 
ones, such as 8"X8", 10"X10", etc. 

(8) Wide bottom rail and regular framework, 8 lights on top, 
and 4 long lights below them—A, $6; B, $7.32. A, $5.70; B, $7, 
for the large size. 


French Doors per Square Foot 

The following prices are given including glass. This will serve, 
as a rule, for ordinary valuations; but it often happens that the dis¬ 
count changes on plate glass, while it does not on the framework of 
the doors. Cost Book “A” can be consulted in such a case. 

No. 1600 is the standard. Each half has 10 lights, or a double 
door to fill the usual opening has 20. The thickness priced in the 
following lists is If in, and doors should be at least this much. If 
white pine or soft wood doors are wanted If in deduct 20^ per square 
foot from the small sizes and 15j£ from the large from the W. P. 
price. 

Discount, 50 per cent in 1923. 

No. 1600. W. P. small sizes, $1.20; large, $1.10 for D 8; for plain 
plate, $1.62 and $2.04; for beveled plate, $2.69 and $2.62. 

No. 1600. Plain red oak. D S, $1.74, $1.60, small and large; 
P. P., $2.55, $2.50; B. P., $3.12, $3. 

For birch deduct 16^ list from oak per square foot; for quartered 
oak, add 8^. This rule applies all through the oak lists. Dis¬ 
counted equals 8^ and 4j£. 

No. 1605 has 30 lights in all, and runs about 10 per cent more 
than No. 1600. 

No. 1615 has 30 lights, but the 6 center lights are long, and thus 
the price is higher. 

For W. P., small sizes, $2 per square foot, and large $1.61 in D S; 
for P. P., $2.71 and $2.35; for B. P., $3.44 and $2.94. 

For P. R. O.—plain red oak—$2.17 and $2.10 D 8; for P. P., 
$2.93 and $2.78; for B. P., $3.66 and $3.38. 


MILLWORK AND GLASS 


451 


Office Partitions. Use “Interior Panelwork,” Cost Book “A,” 
and add for “Good 2 sides” according to the kind of wood desired. 
Add also for cap and base. Add glass according to quality, and 
allow from 750 to $1 per linear foot for erection, hanging doors, etc., 
on a 1923 wage basis of $1 per hour. Like all millwork, or most of it, 
this work comes in the natural wood, or “in the white,” and varnish¬ 
ing has to be added. 

Counters. Double the price given in Part One. For the installa¬ 
tion allow $1 to $1.50 per linear foot if work comes in the knock 
down. This is for ordinary counters. The finer kind of work 
comes from the mill all varnished and ready to set on the floor 
without more labor than lifting into place. So with office parti¬ 
tions, which quite frequently are entirely finished before reaching 
the building. “In the white” means unvarnished. 

Screen Work. The price of wire runs about in the following pro¬ 
portion: black, 40 per square foot; galvanized, 60; pearl, 70; copper 
bronze, 150. The standard is black and this is furnished unless 
otherwise specified. 

For ordinary standard doors allow 150 per square foot without 
hardware. The largest doors are about 20 less per square foot. 
Special sizes, 800 per door for black, $1.10 for galvanized, and 
$1.60 for pearl. These prices are for the best pine or poorest oak. 

The best oak doors may run to 850 per square foot, and ornamental 
iron grilles to be added to this, perhaps at $1 per square foot for 
grille size only. Also painting or varnishing for all doors. 

Window Screens. Stock sizes, 150 for black per square foot to 
180 for galvanized. Half screens, 20 more per square foot than 
whole ones. Segment top, $1 extra; Gothic top, $1.70 extra. 
Thickness, 1| in. 

Odd sizes and specials, black, 200 per square foot; galvanized, 
240; pearl, 320; copper bronze, 420. 

Porch screens, 1£ in, black, 240; pearl, 360; copper, 500 per 
square foot. These prices include a good profit to the millman. 

Weather Strips. For the Athey allow $3 to $5 per window put 
in place. A 2-light window, 24” X30”, $3.20. 


452 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


PART THREE 

Cost Book “A”—the Standard List on Odd Millwork 

Presenting a method of estimating that is neither guesswork nor 
experiment, but a practical and proven system based on actual 
tests of manufacture and reflecting average costs. 

Cost Book “ A ” sets forth the best system of estimating special 
millwork that has ever appeared in print. It is published by the 
Millwork Cost Bureau, 605 North Michigan Ave., Chicago. The 
Bureau is supported by five hundred of the leading millmen from 
Utah on the west, Texas and Florida on the south, Georgia and 
Massachusetts on the east, to Montreal, Toronto, Winnipeg, and 
Regina on the north. 

This is the best organization in the estimating line, and any 
planing-mill owner, large or small, not connected with it should 
write to headquarters for information. 

The matter is copyrighted, and is used here by permission. 

“The schedules have been compiled as the result of tens of 
thousands of tests by the various members. . . . The book is in 
general use by all the best concerns in their estimating departments.” 

Discount. Following the standard and excellent method of mill- 
men, the prices in the book are raised so high that the tables, for 
valuation purposes, are permanent. The discount is changed to 
suit any period of high or low prices, or any part of the country 
where wages and material may be low even in high-priced times, 
such as in a city where lumber may be had without freight. The 
method for the appraiser is to establish a local or period discount 
based upon prices of various kinds of items all through the book 
and use that. All items marked * are subject to discount. 

Method. From the thousands of tests, and by the average rate 
of wages of all the members, actual costs are established without 
profit and on the basis of material prices at Chicago. The costs 
thus obtained are multiplied by 2 \ for the list prices, as given in the 
following pages. When discounted 60 per cent, the original cost is 
thus obtained. Factory cost is given complete, but not with what 
is known as “overhead,” for commercial purposes—rent, insurance, 
depreciation, clerical work, administrative expense, packing, etc. 
The usual extra allowance for this is 20 per cent on the total fac¬ 
tory net cost. For $100 list, discounted 60 per cent, equals $40, 
plus 20 for overhead equals $48, so that practically the list is cut in 
two in the Chicago market. This 20 per cent allows for all costs 
except profit, which may be added at 10 per cent, or at 5 or 15, 


MILLWORK AND GLASS 


453 


For Figuring Price on Special Moldings 


Handy Molding List 
List Prices per 100 Lin Ft 


H in. 
Stops 

J4 in. 
Stops 

Width 

M in. 

l/^ in. 

1 % in. 

1 % in. 

2M in. 

2.% in. 

SI 

00 

SI. 00 

Vs 

SI. 00 






1 

00 

1.25 

1 Vs 

1.25 

S2.05 





1 

10 

1.50 

l'A 

1.50 

2.50 





1 

10 

1.50 

IVs 

1.75 

2.90 

$3 .’50 




1 

40 

1.75 

IV?, 

1.75 

2.90 

3.50 




1 . 

40 

2.00 


2.00 

3.30 

4.00 

S5.50 



1 . 

60 

2.25 

2 

2.25 

3.75 

4.50 

6.20 



1 . 

80 

2.50 

234 

2.50 

4.15 

5.00 

6.90 

SRL75 


2. 

00 

2.75 

234 

2.75 

4.55 

5.50 

7.55 

15.15 


CASING 

3^" 

r&BASE 

thick 

2M 

3 

3.00 

3.25 

4.95 

5.35 

6.00 

6.50 

8.25' 

8.95 

16.50 

17.90 

S1<L80 

21.45 

See Note A 

334 

3.50 

5.80 

7.00 

9.65 

19.25 

23.10 



4.20 

334 

3.75 

6.20 

7.50 

10.30 

20.65 

24.75 



4.20 

324 

4.00 

6.60 

8.00 

11.00 

22.00 

26.40 



4.50 

324 

4.25 

6.60 

8.00 

11.00 

22.00 

26.40 



4.50 

4 

4.50 

7.45 

9.00 

12.40 

24.75 

29.70 



5.00 

434 

4.75 

7.85 

9.50 

13.05 

26.15 

31.35 



5.25 

424 

5.00 

8.25 

10.00 

13.75 

27.50 

33.00 



6.00 

5 

5.50 

9.10 

11.00 

15.15 

30.25 

36.30 



6.00 

534 

6.00 

9.90 

12.00 

16.50 

33.00 

39.60 



6.50 

534 

6.00 

9.90 

12.00 

16.50 

33.00 

39.60 



6.50 

524 

6.50 

10.75 

13.00 

17.90 

35.75 

42.90 



7.00 

6 

6.50 

10.75 

13.00 

17.90 

35.75 

42.90 



7.00 

634 

7.00 

11.55 

14.00 

19.25 

38.50 

46.20 



8.00 

634 

7.00 

11.55 

14.00 

19.25 

38.50 

46.20 



8.00 

7 

8.00 

13.20 

16.00 

22.00 

44.00 

52.80 



8.00 

734 

8.00 

13.20 

16.00 

22.00 

44.00 

52.80 



9.00 

834 

9.50 

15.70 

19.00 

26.15 

52.25 

62.70 



10.00 

824 

9.50 

15.70 

19.00 

26.15 

52.25 

62.70 



10.00 

934 

10.00 

16.50 

20.00 

27.50 

55.00 

66.00 



12.00 

1034 

12.00 

19.80 

24.00 

33.00 

66.00 

79.20 



13.00 

1134 

12.00 

19.80 

24.00 

33.00 

66.00 

79.20 


A—2<£-in head casing, side casing, apron, base, and jamb stock 
are figured on the %-m casing and base fist. 

B—Rabbeted moulding—add to list 60c. 

C—Grooved plate rail—for each in or fraction in width, add to 
list 60c. 

D—’Wider than listed sizes — combine the largest equal lists, 
the finished sizes of which equal the required width. 

For a molding 134” wide and thick the figure is SI.25 per 100ft. 

For 124"xl34", $2.05; and 6" wide by %" thick, S6.50. 
So with other sizes. 




























454 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


just as the mill may be short of work or crowded with it. At 10 
per cent the total is $52.80. 

Quantity. The tests are bases on ordinary quantities, and are 
not for stock work where thousands of doors or sash are made at 
once of the same size, and consequently at a lower rate. 


Example 


Molding 





Fig. 60.—Casing 


100 lin ft casing f X4| per detail 

2 exposed edges at *. 80. *1.60 

1 exposed face—5 in at *. 80. *4.00 


Total per 100 lin ft for smoothing only. *5.60 


Cap Trim Put Together. 



Fig. 61 Fig. 62 Fig. 63 Fig. 64 

2 member 3 member 4 member 4 member 


Cap trim put together for window, sash or door openings up to 
3 ft 0 in wide, add to Molding prices—per cap 



Opening 3 ft 0 in 
wide, solid returned 

Opening 3 ft 0 in 
wide, miter returned 

Each foot over 

3 ft 0 in add 

2 member. 

* .66 

* .96 

*.08 

3 member 

* .84 

*1.14 

*.10 

4 member. 

*1.14 

*1.42 

*.12 
































MILLWORK AND GLASS 


455 


Radius Molding 


Basis List Prices per 100 lin ft 


Band-sawn Members. Figure each “band-sawn” member at 
2 times the price of straight molding of kind desired and add for 
each such member, per 100 lin ft: 


Radius 

Under 4 ft 0 in 

4 ft 0 in to 8 ft 0 in 

Over 8 ft 0 in 

Exterior 

Interior 

Exterior 

Interior 

Exterior 

Interior 

2 in wide. 

*18.00 

*23.00 

*16.00 

*20.00 

*14.00 

*17.00 

4 in wide. 

*25.00 

*35.00 

*22.00 

*30.00 

*19.00 

*26.00 

6 in wide. 

*32.00 

*46.00 

*28.00 

*40.00 

*24.00 

*34.00 

8 in wide. 

*39.00 

*58.00 

*34.00 

*50.00 

*29.00 

*43.00 


Bent Members. Figure each “bent” member at 3 times the 
price of straight molding and add for each such member, per 100 
lin ft: 


Radius 

Under 4 ft 0 in 

4 ft 0 in to 8 ft 0 in 

Over 8 ft 0 in 

Exterior 

Interior 

Exterior 

Interior 

Exterior 

Interior 

1 in wide. 

*23.00 

*26.00 

*20.00 

*23.00 

*17.00 

*20.00 

3 in wide. 

*35.00 

*45.00 

*30.00 

*39.00 

*26.00 

*33.00 

5 in wide. 

*46.00 

*63.00 

*40.00 

*55.00 

*34.00 

*47.00 

8 in wide. 

*63.00 

*91.00 

*55.00 

*79.00 

*47.00 

*67.00 


Radius head casings are “band-sawn,” whereas radius head 
jambs are “bent.” 




































456 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Finish and Molded Lumber—Regular Discount 

Line 1 is 1 in and less thick; line 2, 1| in.; line 3, 2 in. 
Random or cut lengths—not stuck nor sanded—per M B M 




6 in and less 

8 in 

10 in 

12 in 

Basswood 


* 290.00 

* 338.00 

* 300.00 

* 348.00 

* 318.00 

* 370.00 

* 336.00 

* 390.00 

Birch 

Sel. red 

* 536.00 

* 616.00 

* 576.00 

* 664.00 

* 658.00 

* 756.00 

* 738.00 

* 832.00 

Birch 

Unsel. 

* 462.00 

* 538.00 

* 492.00 

* 572.00 

* 552.00 

* 640.00 

* 610.00 
* 710.00 

Cypress 


* 308.00 

* 356.00 

* 316.00 

* 366.00 

* 336.00 

* 388.00 

* 354.00 

* 410.00 

Fir 

Unsel. 

* 262.00 
* 310.00 

* 274.00 

* 322.00 

* 296.00 

* 348.00 

* 318.00 

* 374.00 

Gum 

Red 

* 428.00 

* 482.00 

* 446.00 

* 502.00 

* 482.00 

* 542.00 

* 518.00 

* 582.00 

Gum 

Sap 

* 238.00 

* 284.00 

* 302.00 

* 248.00 

* 296.00 

* 314.00 

* 268.00 

* 320.00 

* 340.00 

* 288.00 

* 344.00 

* 366.00 

Mahogany 

Plain 

* 860.00 
* 932.00 

* 896.00 

* 970.00 

* 968.00 

* 1048.00 

* 10.4000 
'* 1126.00 

Oak 

PI. red 

* 462.00 

* 538.00 

* 558.00 

* 492.00 

* 572.00 

* 594.00 

* 552.00 

* 640.00 

* 664.00 

* 610.00 

* 710.00 

* 728.00 

Oak 

PI. white 

* 516.00 

* 594.00 

* 562.00 

* 646.00 

* 650.00 

* 750.00 

* 740.00 

* 812.00 

Oak 

Qr. red 

* 518.00 

* 598.00 

* 616.00 

* 550.00 

* 636.00 

* 656.00 

* 616.00 

* 712.00 

* 736.00 

* 684.00 

* 788.00 

* 796.00 

Oak 

Qr. white 

* 612.00 
* 698.00 

* 658.00 
* 750.00 

* 750.00 

* 856.00 

* 842.00 

* 926.00 

Pine 

W. white 

* 374.00 

* 426.00 

* 386.00 

* 438.00 

* 408.00 

* 464.00 

* 432.00 

* 490.00 

Pine 

Yellow 

* 236.00 

* 280.00 

* 242.00 

* 286.00 

* 250.00 

* 298.00 

* 260.00 
* 310.00 

Poplar 

Unsel. 

* 374.00 

* 426.00 

* 444.00 

* 394.00 

* 448.00 

* 468.00 

* 434.00 

* 494.00 

* 516.00 

* 472.00 

* 538.00 

* 562.00 

Spruce 


* 262.00 
* 310.00 

* 274.00 

* 322.00 

* 296.00 

* 348.00 

* 318.00 

* 374.00 

Sycamore 

Quartered 

* 444.00 

* 538.00 

* 472.00 

* 572.00 

* 530.00 

* 640.00 

* 586.00 

* 704.00 

Walnut 

Native 

* 1008.00 
* 1122.00 

* 1084.00 

* 1206.00 

* 1234.00 

* 1376.00 

* 1316.00 

* 1430.00 





































MILLWORK AND GLASS 


457 


Store Fronts. Figure all straight members of jambs, sill, transom 
course, imposts, etc., at the following prices per 100 lin ft—Tables 
1 and 2—which include material and mill labor: 


TABLE 1—STORE FRONTS 
Cypress, Fir, Pine, or Spruce 


Width 

i in 
thick 

H in 
thick 

If in 
thick 

If in 
thick 

2f in 
thick 

2 f in 
thick 

1 in.... 

* 4.20 

* 5.40 

* 6.50 

* 8.50 

* 10.60 

* 12.90 

If in.... 

* 6.80 

* 9.00 

*11.00 

*14.80 

* 18.80 

* 23.20 

2f in.... 

* 9.50 

*12.60 

*15.50 

*21.10 

* 27.00 

* 33.40 

4| in.... 

*14.70 

*19.80 

*24.60 

*33.70 

* 43.40 

* 54.00 

5| in.... 

*17.30 

*23.40 

*29.10 

*40.00 

* 51.70 

* 64.30 

6| in.... 

*19.90 

*27.00 

*33.60 

*46.30 

* 59.90 

* 74.50 

9| in.... 

*27.80 

*37.70 

*47.10 

*65.20 

* 84.50 

*105.40 

11| in.... 

*33.00 

*44.90 

*56.20 

*77.80 

*100.90 

*125.90 


Hardwoods. Figure each straight member at the Basis Prices 
given above—Table 1—and add: plain red oak, 25 per cent; un¬ 
selected birch, 40 per cent. 

Panels. See Index. 

Porch and Cornice Work. Figure all straight members of porch 
rail and porch beams at the following prices per 100 lin ft—Table 1— 
which include material and mill labor: 


TABLE 1—PORCH AND CORNICE 
Cypress, Fir, Pine, or Spruce 


Width 

i in 
Thick 

If in 
Thick 

If in 
Thick 

If in 
Thick 

2f in 
Thick 

2f in 
Thick 

f in.... 

* 3.40 

* 4.50 

* 5.50 

* 7.40 

* 9.40 

* 11.60 

If in.... 

* 6.00 

* 8.10 

*10.00 

*13.70 

*17.60 

* 21.90 

2f in.... 

* 8.70 

*11.70 

*14.50 

*20.00 

*25.80 

* 32.10 

4| in.... 

*13.90 

*18.90 

*23.60 

*32.60 

*42.20 

* 52.70 

6| in.... 

*19.10 

*26.10 

*32.60 

*45.20 

*58.70 

* 73.20 

9| in.... 

*27.00 

*36.80 

*46.10 

*64.10 

*83.30 

*104.10 

Ill in.... 

*32.20 

*44.00 

*55.20 

*76.70 

*99.70 

*124.60 


Extras. Radius—K. D. : 

Band-sawn—Figure all “band-sawn” members at 2 times 
the Basis List Prices—Table 1— and add 

for each such member, per 100 lin ft. *24.00 

Minimum per members (linear feet). 5 

Bent —Figure all “bent” members at 3 times the 

Basis List Prices—Table 1—and add for 
each such member, per 100 lin ft. *36.00 


























458 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Porch and Cornice Work. Figure material for rafter ends, 
verge boards, brackets, and solid newels at the following prices 
per 100 lin ft—Tables 2 and 3—and add mill labor per unit: 


TABLE 2—PORCH AND CORNICE 
Cypress, Fir, Pine, or Spruce 


Width 

f in 
Thick 

If in 
Thick 

If in 
Thick 

If in 
Thick 

2J in 
Thick 

2f in 
Thick 

lin.... 

* 2.70 

* 3.70 

* 4.60 

* 6.40 

* 8.40 

* 10.50 

11 in.... 

* 4.00 

* 5.50 

* 7.00 

* 9.70 

* 12.60 

* 15.80 

1 1 in.... 

* 5.40 

* 7.40 

* 9.30 

*12.90 

* 16.80 

* 21.00 

2\ in.... 

* 6.70 

* 9.20 

*11.60 

*16.10 

* 21.00 

* 26.30 

2f in.... 

* 8.10 

*11.10 

*13.90 

*19.40 

* 25.30 

* 31.50 

3 f in.... 

*10.80 

*14.70 

*18.60 

*25.80 

* 33.70 

* 42.00 

4* in.... 

*13.50 

*18.40 

*23.20 

*32.20 

* 42.10 

* 52.50 

5§ in.... 

*16.20 

*22.10 

*27.80 

*38.70 

* 50.50 

* 63.00 

6£ in.... 

*18.80 

*25.80 

*32.50 

*45.10 

* 58.90 

* 73.50 

7\ in.... 

*21.50 

*29.50 

*37.10 

*51.60 

* 67.30 

* 84.00 

9.i in.... 

*26.90 

*36.90 

*46.40 

*64.50 

* 84.20 

*105.00 

II5 in. ... 

*32.30 

*44.30 

*55.70 

*77.40 

*101.00 

*126.00 


TABLE 3 
Fir Squares 

Size. 3£X3£ 3£X5£ 4^X4§ 5£X5£ 5£X7£ 7£X7i 

*30.00 *44.50 *46.50 *67.00 *91.50 *122.00 


Rafter Ends. Figure the required material at the Basis List 

Prices given in Tables 2 and 3 and add each sawn end. . * .18 
Verge Boards. Figure the required material at the Basis 
List Prices given above—Tables 2 and 3 —and add for 

each sawn or drop end. * .72 

Brackets. Boxed up or hollow: Figure the required material 
at the Basis List Prices given above—Table 2—and add 

for each “boxed up or hollow” section. *1.24 

Built up or ply: Figure the required material at the Basis 
List Prices given above—Table 2—and add for each 

“ built up or ply ” section. *1.00 

Solid brackets: Figure the required material at the Basis 
List Prices given above—Tables 2 and 3 —and add for 

each “solid” section. * .80 

Solid Newels. Figure the required material at the Basis 
List Prices given above—Table 3 —and add per newel: 

Turned head and plain shaft. *1.80 

Turned head and turned shaft. *4.00 

Other common types. * .60 






















MILLWORK AND GLASS 


459 


Exterior Panel work. Solid panels, f in or less; solid sticking or 
with flush mold applied on one side; machine sanded; cypress, 
fir, pine, or spruce. 

Basis List Prices per Square Foot. Figure the square footage 
of each section—breaking on 6 in each way—as follows: If in 
thick or less, per square foot, *1.16; If in thick, per square foot, 
*1.30; minimum per section, 4 sq ft. 

Porch Steps—Put Together. Treads, 1| in; risers, f in;'strings, 
If in; no spandril panels, cypress, fir, pine, or spruce. 

Each linear foot or part thereof of riser, *2.20; lf-in treads— 
add to above for each linear foot or part thereof of riser, *.30; span¬ 
dril panels—ceiling spandril panels add per square foot, *1.20. 

BALUSTERS 


Basis List Prices, Each—Cypress, Fir, Pine, or Spruce 


Plain turned 

lf+H 

if XU 

2fX2f 

2fX2f 

3-J X3| 

1' 6" long. . . 

*0.56 

*0.68 

*0.86 

*1.08 

*1.54 

2' 6" long. . . 

* .72 

* .90 

*1.22 

*1.54 

*2.28 

3' 0" long. . . 

* .82 

*1.04 

*1.40 

*1.78 

*2.66 

2' 0" long. . . 

* .24 

* .36 

* .54 

* .76 

*1.30 

2' 6" long. . . 

* .28 

* .42 

.* .68 

* .94 

*1.60 

3' 0" long. . . 

* .32 

* .50 

* .80 

*1.12 

*l.<fe 


Exterior Staved Columns 

Shaft—round, staved, tapered regular or not tapered. Staves— 
11 in thick. Cap—wood, not to exceed 3 members. Base—wood, 
not to exceed 4 members. Wood—cypress, fir, pine, or spruce. 

Basis List Prices per Column. 


Diameter 
at base 

Length 
over all 

Plain 

shaft 

Regular 
fluted shaft 

Feathered ge 
fluted shaft 

6" 

6'0" 

*13.20 

*19.10 

*22.10 


10'0" 

*17.30 

*24.40 

*28.00 

8" 

6' 0" 

*15.90 

*22.90 

*26.40 

10'0" 

*21.50 

*30.10 

*34.40 

10" 

6' 0" 

*18.60 

*26.40 

*30.30 

10'0" 

*25.70 

*35.10 

*39.80 

12" 

6'0" 

*21.50 

*30.40 

*34.90 

10'0" 

*30.10 * 

*41.00 

*46.50 


12'0" | 

*34.40 

*46.30 

*52.30 





















460 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Exterior Square Posts 

Shaft—| in thick for 6-in, 8-in, and 10-in posts; li in thick for 
12-in, 14-in, and 16-in posts; If in thick for 18-in posts; tapered 
or not tapered, not paneled. Cap and base—wood, 2 mem¬ 
bers each. Wood—cypress, fir, pine, or spruce. 


Basis List Prices per Post # 


Diameter 
at base 

Length 
over all 

Plain 

shaft 

Regular 
fluted shaft 

Featheredge 
fluted shaft 

6" 

3' 0" 

*10.50 

*16.80 

*20.00 


4' 0" 

*11.50 

*18.10 

*21.40 


6' 0" 

*13.50 

*20.90 

*24.60 


8' 0" 

*15.50 

*23.60 

*27.70 


10' 0" 

*17.50 

*26.40 

*30.90 

8" 

3' 0" 

*12.00 

*19.30 

*23.00 


4' 0" 

*13.30 

*21.10 

*25.00 


6' 0" 

*15.80 

*24.60 

*29.00 


8' 0" 

*18.30 

*28.10 

*33.00 


10' 0" 

*20.80 

*31.60 

*37.00 

10" 

3' 0" 

. *13.50 

*21.80 

*26.00 

c 

4' 0" 

*15.00 

*23.80 

*28.20 


6' 0" 

*18.10 

*27.90 

*32.80 


8' 0" 

*21.10 

*31.90 

*37.30 


10' 0" 

*24.10 

*35.90 

*41.80 

12" 

3' 0" 

*16.70 

*26.00 

*30.70 


4' 0" 

*19.00 

*28.90 

*33.90 


6' 0" 

*23.50 

*34.60 

♦ *40.20 


8' 0" 

*28.00 

*40.40 

*46.60 


10' 0" 

*32.50 

*46.10 

*52.90 

14" 

3' 0" 

*20.90 

*31.20 

*36.40 


4' 0" 

*24.30 

*35.20 

*40.70 


6' 0" 

*30.90 

*43.00 

*49.10 

16" 

3' 0" 

*24.00 

*35.30 

*41.00 


4' 0" 

*27.90 

*39.90 

*45.90 


6' 0" 

*35.60 

*49.10 

*55.90 

18" 

3' 0" • 

*27.90 

*40.20 

*46.40 


4' 0" 

*32.60 

*45.60 

*52.10 


6' 0" 

*42.10 

*56.60 

*63.90 











MILL WORK AND GLASS 


461 


Paneled shaft: Add for each side paneled, per linear foot or 

part thereof in height. * .30 

Posts with more than four corners: Figure as a four-cornered 
post of equal perimeter and add for each extra corner, per 
linear foot of part thereof in height. * .50 


Pilasters—half posts or less: Two pilasters—made by splitting 
full posts, figure as a full post and add 10 per cent of the plain shaft 
price. One pilaster—built up special, figure at 80 per cent of a 
full post. 

Pilasters—over half post: Figure as a full post. 


SPECIAL EXTERIOR FRAMES—STANDARD DETAIL 
Frame Wall Frames—Basis List Prices 

Window Frames—Frame Wall—“A” Specification 

Molded cap, consisting of drip cap and bed mold, lf-in outside cas¬ 
ings, |-in pulley stiles, 4-in stud, pockets cut and standard steel 
pulleys set, put together—no inside stops nor trim, not primed. 

24X24 2 It. *10.60 30X24 2 It. *11.40 36X24 2 It. *12,20 48X24 2 It. *13.80 
30 “ *11.80 30 “ *12.60 30 “ *13.40 30 “ *15.00 

36 “ *13.00 36 “ *13.80 36 “ *14.60 36 “ *16.20 


Stationary Sash Frames—Frame Wall— 1 “B” Specification 


Molded cap, consisting of drip cap and bed mold, l£-in outside 
casings, 1-in jambs, 4-in stud, put together—no pockets nor pulleys, 
no inside stops nor trim, not primed. 


2-4X3-6. . * 9.00 

4- 6..*10.10 

5 - 6 ..* 11.20 

6-6..*12.30 


2-10X3-6. .* 9.80 

4- 6..*10.90 

5 - 6 ..* 12.00 

6-6..*13.10 


3-4X3-6..*10.60 

4- 6..*11.70 

5- 6..*12.80 

6- 6..*13.90 


4-4X3-6..*12.20 

4- 6..*13.30 

5- 6..*14.40 

6- 6..*15.50 


Casement Sash Frames—Frame Wall— “C” Specification 


Molded cap, consisting of drip cap and bed mold, li-in outside 
casings, lf-in jambs, 4-in stud, put together—no inside trim, not 
primed. 


2-4X2-6. .* 8.20 

3- 6..* 9.40 

4- 6..*10.60 


2-10X2-6. .* 8.90 
3 - 6 ..* 10.10 
4-6..*11.30 


3-4X2-6..* 9.60 

3- 6..*10.80 

4- 6..*12.00 


4-4X2-6. .*11.00 

3- 6..*12.20 

4- 6..*13.40 




462 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Door Frames—Frame Wall—“D” Specification 

Molded cap, consisting of drip cap and bed mold, lf-in outside 
casings,- 4-in stud, softwood sill, put together—no inside trim, not 
primed. 

Door opening up to 3-0X7-0. Jambs If in thick, *14.70 

“ If “ “ *16.90 

Head casing, drip and bed mold omitted: Deduct from molded 

cap list—per single frame. *2.40 

Plain cap—drip cap only: Deduct from molded cap list—per 

single frame. * .90 

Outside casings f in thick: Deduct from If in casing list— 

per single frame. * .80 


Stucco Wall Frames—Basis List Prices 


Window Frames—Stucco Wall —“A” Specification 


24X24 2 It. *13.10 30X24 2 It. *14.00 36X24 2 It. *14.90 48X24 2 It. *16.70 

30 “ *14.60 30 “ *15.50 30 “ *16.40 30 “ *18.20 

36 “ *16.10 36 “ *17.00 36 “ *17.90 36 “ *19.70 


Stationary Sash Frames — Stucco Wall —“B” Specification 

2-4X3-6. .*11.00 2-10X3-6. .*11.90 3-4X3-6. .*12.80 4-4X3-6. .*14.60 

4- 6..*12.50 4-6..*13.40 4-6..*14.30 4-6..*16.10 

5- 6..*14.00 5-6..*14.90 5-6..*15.80 5-6..*17 60 

6- 6..*15.50 6-6..*16.40 6-6..*17.30 6-6..*19.10 


Casement Sash Frames — Stucco Wall —“C” Specification 

2-4 X2-6. .*10.30 2-10X2-6. >11.20 3-4X2-6. . *12.10 4-4X2-6. . *13 90 

3- 6..*12.00 3-6..*12.90 3-6..*13.80 3-6..*15 60' 

4- 6..*13.70 4-6.. *14.60 4-6.. *15.50 4-6 *17 30 


Door Frames—Stucco Wall—“D” Specification 

Door opening up to 3-0X7-0. Jambs If in thick, *19.30 

“ If “ “ *21.80 


Head casing, drip cap and bed mold omitted: Deduct from 

molded cap list—per single frame. *2.40 

Plain cap—drip cap only: Deduct from molded cap list—per 

single frame. * 90 

Outside casings f in thick: Deduct from lf-in casing list—per • 
single frame. * 80 










MILLWORK AND GLASS 


463 


Veneered Wall Frames—Basis List Prices 


Window Frames—Veneered Wall 


Brick mold If X2, f-in blind stop, f-in pulley stiles, 4-in stud, 
pockets cut and standard steel pulleys set, put together—no inside 
stops, trim, nor segment board, not primed. 

24X24 2 It. *10.30 30X24 2 It. *11.00 36X24 2 It. *11.70 48X24 2 It. *13. lo 
30 “ *11.50 30 “ *12.20 30 “ *12.90 30 “ *14.30 

36 “ *12.70 36 ‘ *13.40 36 “ *14.10 36 “ *15.50 


Stationary Sash Frames—Veneered Wall 


Brick mold If X2, f-in blind stop, f jambs, 4-in stud, put together 
—no pockets nor pulleys, no inside stops, trim, nor segment board, 
not primed. 

2-4X3-6. .* 8.50 2-10X3-6. .* 9.20 3-4X3-6. .* 9.90 4-4X3-6. .*11.30 

4- 6..* 9.70 4-6..*10.40 4-6..*11.10 4-6..*12.50 

5- 6..*10.90 5-6..*11.60 5-6..*12.30 5-6..*13.70 

6- 6..*12.10 6-6..*12.80 6-6..*13.50 6-6..*14.90 


Casement Sash Frames—Veneered Wall 


Brick mold If X2, lf-in jambs, 4-in stud, put together—no inside 
trim nor segment board, not primed. 

2-4X2-6. .* 7.60 2-10X2-6. .* 8.30 3-4X2-6. .* 9.00 4-4X2-6.. *10.40 

3- 6..* 8.90 3-6..* 9.60 3-6..*10.30 3-6..*11.70 

4- 6..*10.20 4-6..*10.90 4-6..*11.60 4-6..*13.00 


Door Frames—Veneered Wall 


Brick mold If X2, 4-in stud, put together—no sill, segment board 
nor inside trim, not primed. 

Door opening up to 3-OX7-0. Jambs If in thick, *11.80 

“ If “ “ *14.30 

Segment board: 

With straight brick molding—add per single frame. * .70 

With segment “ “ “ “ “ “ . *3.30 

Brick mold If X2: Add per single frame. *1 20 






464 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Masonry Wall Frames—Basis List Prices 

Box Window Frames — Masonry Wall 
B rick mold, 1|X2, f-in outside casing, f-in pulley stile, jamb 6| in 
wide exclusive of brick mold, pockets cut and standard steel pulleys 
set, put together—no inside stops, trim, nor segment board, not 
primed. 

24X24 2 It. *11.50 30X24 2 It. *12.00 36X24 2 It. *12.50 48X24 2 It. *13.50 
30 “ *13.20 30 “ *13.70 30 “ *14.20 30 “ *15.20 

36 “ *14.90 36 “ *15.40 36 “ *15.90 36 “ *16.90 

Plank Window Frames—Masonry Wall 
Brick mold 1|X2, jambs If in thick and in wide including 
blind stop, put together—no segment board, pulleys, pockets, 
inside stops nor trim, not primed. 

2-4X3-6. .* 8.80 2-10X3-6. .* 9.40 3-4X3-6. .*10.00 4-4X3-6. .*11.20 

5- 6..*11.60 5-6..*12.20 5-6..*12.80 5-6..*14.00 

6- 6..*13.00 6-6..*13.60 6-6..*14.20 6-6..*15.40 

Plank Casement Sash Frames—Masonry Wall 
Brick mold lfX2, jambs lfX9|, put together—no segment 
board nor inside trim, not primed. 

2-4X2-6. .*10.00 2-10X2-6. .*10.90 3-4X2-6. .*11.80 4-4X2-6. .*13.60 

4-6..*13.80 4-6..*14.70 4-6..*15.60 4-6..*17.40 

Plank Door Frames—Masonry Wall 
Brick mold 1|X2, put together—no sill, segment board nor 
inside trim, not primed. 

Door opening up to 3-0 X7-0.Jambs If X9f *17.00 

“ l.f XiH *11.00 

Cellar Sash Frames—Masonry Wall 
Brick mold 1|X2, put together—no segment board nor inside 
trim, not primed. 

Jambs If X5-2- 

2-4X1-6..* 5.30 2-10X1-6. .* 5.90 

3-6..* 7.70 3-6..* 8.30 

Jambs If X7£ 

2-4X1-6. .* 6.80 2-10X1-6. .* 7.60 

3-6..* 9.80 3-6..*10.60 

Jambs If X9£ 

2-4X1-6. .* 8.30 2-10X1-6. .* 9.20 

3-6..*11.90 3-6..*12.80 

Segment board: 


With straight brick molding—add per single frame. * .70 

With segment 11 “ “ 11 11 11 . *3.30 

Brick mold If X2: 

Cellar sash frames—add per single frame . * . 70 

All other frames “ “ “ “ . *1.20 


3-4X1-6. .* 6.50 4-4X1-6. .* 7.70 

3-6..* 8.90 3-6..*10.10 


3-4X1-6. .* 8.40 4-4X1-6. .*10.00 

3-6..*11.40 3-6..*13.00 


3-4X1-6. .*10.10 4-4X1-6. .*11.90 

3-6..*13.70 3-6..*15.50 






MILLWORK AND GLASS 


465 


General Extras—All Frames—N o Priming 

Larger than listed sizes: Add for each extra foot or part there¬ 
of either in width or height. *1.40 

Transom head: Add for extra height—then for each foot or 

part thereof of transom bar. * .90 

Mullion frames: Twin, figure as to singles; triple, three singles 

and so on; also add for each mullion. *1.00 

Octagon bay frames: Add for all mullions and also add to 

total group price. *3.70 

Knock down: 

Cellar sash frames—deduct per single frame.=>.. * .60 

Box frames 11 11 11 “ . *1.40 

All other frames 11 11 11 “ . *1.10 

Window and Stationary Sash Frames Extras 

Box or slip head: Add per single frame, including pockets and 

pulleys. *6.30 

Pulley stiles If in thick: Add per single frame. *1.00 

Wide jambs: Each extra 2 in or part thereof—add per single 

frame. *1.30 

Pulleys omitted: Deduct per single frame. * .60 

Pockets not cut: Deduct per single frame. * .40 

Metal pendulum strips: 

Single frames—add each. *1.00 

Mullion frames—add for all single frames and also add for 
each wide center division in the mullion—where of metal *1.00 

Casement Sash Frame Extras 

Jambs If in Thick: Add to If-in list—per single frame.... *1.80 
Jambs of different width: For each 2 in—add or deduct per 
single frame. *1.60 

Door Frame Extras 

Jambs of different width: For each 2 in—add or deduct per 

single frame. *2.20 

Oak sill: 

Veneered and masonry wall frames—add per single frame *5.40 
Frame and stucco wall frames “ “ 11 “ *1.60 

Softwood sill: Veneered and masonry wall frames—add per 

single frame. *3.20 

Sill omitted: Frame and stucco wall frames—deduct per 
single frame.. *2.50 



















406 APPRAISERS' AND ADJUSTERS' HANDBOOK 


Irregular Head and Bow Face Extras 
These extras do not apply to other than Standard Detail Frames. 
Extras for single frames—sash, window or door opening up to 
3' 0" wide. 



Moulded 

cap 

Plain 

cap 

Brick 
mould cap 

Segment Out — Segment 

In. . . 

* 9.00 

* 6.30 

* 6.30 

Square 

In. . . 

* 7.20 

* 4.50 

* 3.60 

Circle Out—Circle 

In. . . 

*13.50 

* 9.90 

* 9.90 

Square 

In... 

*10.80 

* 8.10 

* 7.20 

Gothic Out — Gothic 

In... 

*13.50 

* 9.90 

* 9.90 

Square 

In... 

*10.80 

* 8.10 

* 7.20 

Peak head. 


* 5.40 

* 3.60 

* 3.60 

Bow face. 


*18.00 

*14.40 

*14.40 


Each extra 6 in or part thereof in width, add 15 per cent. 


Special Exterior Frames—Odd Detail 

Hardwood frames: Figure each straight member at the Basis 
List Prices for “box frames—softwood" and add: plain red oak; 


65 per cent; unselected birch, 75 per cent. 

Curved members: 

Band-sawn—Figure all “band-sawn" members at 2 times 
the Basis List Prices and add for each such 

member, per 100 linear feet.*24.00 

Minimum per member, 5 linear feet 
Bent— Figure all “bent" members at 3 times the 

Basis List Prices and add for each such 

member, per 100 linear feet.*36.00 

Minimum per member, 5 linear feet 
Louvre frames: Figure all members at the Basis List Prices 

and add per slat. * .50 

Peak head frames: Figure all members at Basis List Prices 

and add for each peak head. *4.00 

Pilaster Casings with cap and base: Figure all members, 
including pilaster casings, caps and bases at the Basis 
List Prices and add for each pilaster: 

Plain face. *1.50 

Paneled face. *3.00 

Fluted face.•. .... *4.50 

Metal pendulum strips: 

Single frames—add per frame. *1.00 

Mullion frames—add for all single frames and also add for 

each wide center division in the mullion, if of metal_ *1.00 
























MILLWORK AND GLASS 


467 


Gable and Louvre Frames 


448-1 


448-5 


448-9 

Fig. 65 


Price, Each Complete 



Sash size 

Square 

inside 

5§ in jambs 

Extra 2 in 
in width 
of jambs 

Same inside 
as outside 
5s in jambs 

Extra 2 in 
in width 
of jambs 

448-1 

2-OX 2-0 

*3.00 

*0.40 



448-1 

2-OX 2-5 

*3.00 

* .40 



448-2 

2-OX 2-0 

*4.50 

* .40 



448-2 

2-0X 2-5 

*4.50 

* .40 



448-3 

2-OX 2-5 

*3.20 

* .50 



448-4 

2-0 X 2-5 

*3.80 

* .50 



448-5 

2-OX 2-5 

*3.40 

* .50 



448-6 

2-OX 2-5 

*4.50 

* .50 



448-7 

2-OX 2-5 



* 5.00 

*0.50 

448-8 

2-OX 2-5 



* 5.50 

* .50 

448-9 

2-OX 2-5 

*6.00 

* .50 

* 7.50 

* .90 

448-10 

2-OX 2-5 

*7.50 

* .50 

* 9.00 

* .90 

448-11 

2-OX 2-2 

*7.50 

* .50 

* 9.50 

*1.00 

448-11 

2-OX 2-5 

*7.50 

* .50 

* 9.50 

*1.00 

448-12 

2-OX 2-3 

*8.50 

* .50 | 

*10.50 | 

*1.00 


448-2 

r iP 


3 ^ 

448-6 



3-B 

448-10 



448-3 



=ET 


448-7 



448-11 



448-4 




448-12 


































































































468 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Gable and Louvre Frames 




449-2 J 



Fig. 66 


Price Each, Complete 



Sash size 

Square 

inside 

5 in jambs 

Extra 2 in 
in width 
of jambs 

Same inside 
as outside 

51 in jambs 

Extra 2 in 
in width 
of jambs 

449-13 

2-8 X1-4 



* 5.50 

*0.50 

449-14 

1-8 X 2-8 



* 4.50 

* .40 

449-14 

2-OX 2-5 



* 4.50 

* .40 

449-15 

2-8 X1-4 



* 6.50 

* .50 

449-16 

2-8 X1-4 

*5.50 

*0 

.40 

* 7.50 

* .90 

449-17 

2-OX 2-0 

*5.30 

* 

.40 

* 7.00 

* .80 

449-18 

2-8 X1-4 

*6.00 

* 

.50 

* 8.00 

*1.00 

449-19 

2-6 X1-4 

*6.70 

* 

.50 

* 8.70 

*1.00 

449-19 

2-8 X1-4 

*6.70 

* 

.50 

* 8.70 

*1.00 

449-20 

2-8 X1-4 

*8.00 

* 

.50 

*10.00 

*1.00 

449-21 

2-6 X1-6 

*6.40 

* 

.50 

* 8.40 

*1.00 

449-22 

2-OX 2-0 

*7.50 

* 

.40 

*10.50 

*1.20 

449-23 

2-OX 2-0 

*8.50 

* 

.40 

*11.50 

*1.20 

449-24 

| 2-OX2-0 

*8.00 

* 

.40 

*11.00 

*1.20 











































MILLWORK AND GLASS 


469 


Gable and Louvre Frames 




450-25 450-26 



450-27 



450-29 



450-33 



450-30 



450-31 



450-34 



450-35 


Fig. 67 



450-28 




450-36 


Price, Each Complete 



Sash size 

Square inside 
5£ m jambs 

Extra 2 in in 
width 
of jambs 

Same inside 
as outside 

53 in jambs 

! Extra 2 in in 
width 
of jambs 

450-25 

2-OX 2-0 

* 9.00 

*0.40 

*12.0*0 

*1.20 

450-26 

2-OX 2-5 

*10.00 

* .40 

*12.00 

*0.90 

450-27 

2-OX 2-0 

*10.00 

* .40 

*13.00 

*1.20 

450-28 

2-OX 2-0 

*10.00 

* .40 

*13.00 

*1.20 

450-29 

2-OX 2-0 

*10.50 

* .40 

*13.50 

*1.20 

450-30 

1-8 X 2-8 

*11.00 

* .40 

*14.50 

*1.40 

450-30 

2-OX 3-0 

*11.00 

* .40 

*14.50 

*1.40 

450-31 

1-8 X 2-8 

*11.30 

* .40 

*14.80 

*1.40 

450-31 

2-OX 3-0 

*11.30 

* .40 

*14.80 

*1.40 

450-32 

450-33 

450 r 34 

450-35 

450-36 

2-OX 3-0 
2-OX 2-0 

2-OX 5-0 
2-OX 5-0 
2-OX 1-6 

* 8.00 
*14.00 

*15.00 

*20.00 

*10.00 




































































































470 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


French Doors, Solid One-ply—Softwoods 

Wood—cypress, fir, pine, or spruce. One light—rectangular, 
open for glass, stops tacked in loosely. Stiles and top rail—3f in 
or less over all, solid sticking, square head. Bottom rail—12f in 
or less over all, solid sticking. Minimum, per door, 12 sq ft. 

Basis List Prices per square foot: If in thick, *0.80; If in thick, 
*0.90; 2f in thick, $1.10. 

Wider stiles and top rail: For each 1 in or part thereof wider than 
the foregoing specifications, add 10 per cent. 

Wider bottom rail: For each 2 in or part thereof wider than the 
foregoing specifications, add 5 per cent._ 



if" 

if" 

2f" 

Divided lights—with stops: 

Add for each light—rectangular. 

* .70 

* .80 

* .90 

diamond. 

*1.30 

*1.40 

*1.50 

curved. 

*2.80 

*3.00 

*3.30 


Caution: Add extra for all glass and glazing at prevailing prices. 
Other types: Figure according to schedule “special veneered 
doors,” using a minimum per door of 12 sq ft. 


Small Doors 

Panel Doors—Veneered. Size—not exceeding 5 ft 6 in high or 
14 sq ft of surface. Veneers—f in thick before sanding. Panels— 
flat, 3- or 5-ply, \ in thick or less, any arrangement. Stiles and top 
rail—5 in or less over all, cored up and veneered, solid stuck. Bot¬ 
tom rail—12 in or less over all, cored up and veneered, solid stuck. 
Bench cleaned, in the white, no hardware. 


Basis List Prices per square foot: Figure square footage— 
breaking on 2 in each way—at the following prices and 
add for each door. *2.00 



If in 
thick 

if in 
thick 

If in 
thick 

1. Sap gum or yellow pine. 

*1.20 

*1.10 

*1.00 

2. Basswood or white pine. 

*1.30 

*1.20 

*1.10 

3. Cypress, fir, poplar, or red gum. 

*1.40 

*1.30 

1.20 

4. Unselected birch or plain red oak. 

*1.60 

*1.50 

*1.40 

5. Plain white oak. 

*1.70 

*1.60 

*1.50 

6. Red birch, quartered red oak, or quar¬ 
tered sycamore. 

*1.80 

*1.70 

*1.60 

7. Quartered white oak. 

*2.10 

*1.90 

*1.80 

8. Native walnut. 

*2.80 

*2.50 

*2.40 

9. Plain Mexican mahogany. 

*3.00 

*2.70 

*2.60 






























MILLWORK AND GLASS 


471 


Extras: 

Thick veneer: Veneer \ in thick before sanding, add to 


Basis Prices 10 per cent. 

Rabbeting and beading: In pairs, add per pair. *1.00 

Scrolled top or bottom rails: Add per rail scrolled. * .80 

Lug or horn stiles: Add per lug. * .20 

Stationary slats: Add per panel. *4.00 


Garage and Factory Doors 

Wood—cypress, fir, pine, or spruce. Stiles and rails—solid, 
mortised, tennoned and stuck, not chamfered, square head. Panels 
—one thickness of ceiling or partition, set with stops on one side. 
Lights—open rectangular lights with glass bead tacked in loosely 
included in “sash door” prices. Minimum, per door, 17§ sq ft. 


Basis List Prices per Square Foot 



Panel 

doors 

Open sash 
doors 

If in stiles and rails. 

*1.26 

*1.52 

2f in “ “ 

*1.44 

*1.74 

2f in “ “ “. 

*1.68 

*2.00 


Double thick stiles and rails: Add to Basis Prices per square 


foot. * .16 

Rabbeting in pairs: Add per pair. *2.40 

Chamfered stiles and rails: 

One side—add for first panel. *2.00 

“ “ each extra panel. * .50 

Two sides—add for first panel.... *2.50 

11 11 each extra panel. *1.00 


Caution: Add extra for all glass and glazing, astragals, unusual 
construction, etc. 





















472 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Special Veneered Doors 

Size—not over 3' 0" wide, 8' 0" high, If" thick 
Basis List Prices per Square Foot 


Minimum square footage—doors.17£ sq ft 

sidelights.10 “ 11 



Panel 

doors 

Long light 
sash doors 

Short light 
sash doors 

1. Sap gum or yellow pine. 

*1.20 

*1.00 

*1.20 

2. Basswood or white pine. 

*1.30 

*1.10 

*1.30 

3. Cypress, fir, poplar, or red gum... . 

*1.40 

*1.20 

*1.40 

4. Unselected birch or plain red oak. . 

*1.60 

*1.40 

*1.60 

5. Plain white oak. 

*1.70 

*1.50 

*1.70 

6. Red birch, quartered red oak or 
quartered sycamore. 

*1.80 

*1.60 

*1.80 

7. Quartered white oak. 

*2.10 

*1.80 

*2.10 

8. Native walnut. 

*2.80 

*2.40 

*2.80 

9. Plain Mexican mahogany. 

*3.00 

*2.50 

*3.00 


For flush or slab doors add 15 per cent to 1, 2, 3, 4, 5, 6, and use 
same price for 7, 8 and 9. 


General Extras—All Doors 


Two kinds of wood: Use average price and add per door. ... * 1.80 
Selected woods: Veneers selected as to color or figure or 

both, add to Basis Prices. 20% 

Doors over 3 ft 0 in wide 

Over 3 ft 0 in to 3 ft 6 in add per door. *1.00 

Over 3 ft 6 in to 4 ft 6 in “ “ “ *2.00 

Over 4 ft 6 in to 5 ft 10 in 11 “ 11 *4.00 

Over 5ft 10 in “ “ “ *8.00 

Doors over 8 ft 0 in high: Not over 10 ft 0 in high—each 

extra 6 in or part thereof, add per door. * 1.00 

Doors over If in thick: Each extra \ in or part thereof, add 

per square foot. * .10 



























MILLWORK AND GLASS 


473 


Double thick stiles and rails—plowed out and splined with 


hardwood, add per door: 

Woods 1, 2, 3. * 7.00 

Woods 4, 5... * 8.00 

Woods 6, 7, 8, 9. *10.00 

Screwed together and plugged, add to above. *8.00 


Banding sliding doors : 

Double sliding doors, add per pair... . *23.00 *25.00 *27.00 
Single sliding doors, add each.*12.00 *14.00 *15.00 


Sliding door astragals: 

1 f in door, not over 8 feet, per pair ..* 4.70 * 5.40 * 6.00 

2 \ in “ “ “ “ “ “ “ ..* 5.00 * 5.80 * 6.40 

Two kinds of wood, figure highest and 
add per pair.* 1.80 * 1.80 *1.80 

Fancy heads—solid sticking—not over 3 ft 6 in wide: 


Gothic, circle or elliptic head, add per door. *12.00 

Segment head, add per door. *10.00 

Peak head, add per door.„. *10.00 

Head on rake, add per door. * 5.00 

Square head with segment or circle corners. *7.00 


Extras—Panel Doors 




Woods 



1, 2, 3 

4, 5 

6, 7, 8, 9 

Large panels: 

4 flat panels, add per door... 

* .80 

*1.10 

*1.50 

a a < < < ( < < 

*1.20 

*1.50 

*1.90 

2 a ( t U a a 

*1.60 

*1.90 

*2.30 

j n a ti n a 

*2.00 

*2.30 

*2.70 


Two-faced doors: 

Doors paneled differently on each side—any arrangement 
of flat panels, add per door. *12.00 

Mirror doors—open: 

Doors prepared for mirror one side—any arrangement of 
flat panels other side, add per door. *7.00 

Closet doors prepared for mirror on face side and plain 
laminated back, add per door. *4.50 
























474 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Extras—Sash Doors and Sidelights —No Glass 


• 


Woods 



1, 2, 3 

4, 5 

6, 7, 8, 9 

Short lights and vertical panels: 

3 long panels and 1 short light, add 
per door. 

* .80 

*1.10 

*1.50 

2 long panels and 1 short light, add 
per door. 

*1.20 

*1.50 

*1.90 

1 long panel and 1 short light, add 
per door. 

*1.60 

*1.90 

*2.30 

Divided lights—with stops: 
Rectangular, add for each light in 
door. 

* .70 

* .80 

*1.00 

Diamond, add for each light in door 

*1.30 

*1.40 

*1.60 

Curved, add for each light in door.. 

*2.70 

*3.00 

*3.60 

Glass frames with solid sticking, set in 
sash doors, add: 

Rectangular, per frame. 

*5.00 

*6.00 

*7.50 

Oval, gothic, or circular, per frame. . 

*8.00 

*9.00 

1 

*10.50 
















MILLWORK AND GLASS 


475 


Interior Sash—No Glass 

All sash—1 light, open for glass, glass bead included. Stiles and 
top rail—2 in to glass. Bottom rail—3 in to glass. Check rails— 
If in over all. 


Basis List Prices per Perimeter Foot 

Figure the perimeter feet around each sash breaking on 2 in each way. 

Minimum—per window.20 perimeter feet 

per sash.10 “ “ 



i-piy 

llin 

i-piy 

If in 

l-ply ' 
If in 

2-ply 
2f in 

1. Yellow pine or sap gum. 

*0.32 

*0.34 

*0.38 

*0.44 

2. Fir or spruce. 

* .34 

* .36 

* .42 

* .46 

3. Cypress or white pine. 

* .36 

* .40 

* .46 

* .52 

4. Red gum or basswood. 

* .40 

* .44 

* .52 

* .58 

5. Plain red oak or unselected poplar 

6. Unsel, birch, plain white oak or 

* .42 

* .46 

* .54 

* .62 

quartered sycamore. 

* .46 

* .50 

* .58 

* .66 

7. Quartered red oak or red birch. . 

* .50 

* .54 

* .64 

* .74 

8. Quartered white oak. 

* .54 

* .58 

* .70 

* .82 

9. Plain mahogany. 

* .66 

* .74 

* .90 

*1.06 

10. Native walnut. 

* .72 

* .80 

* .98 

*1.16 

Two-ply or veneered, add per perim¬ 





eter foot. 

* .10 

* .10 

* .10 

* .00 




Woods 



1, 2, 3 ' 

4 , 5, 6, 7, 

8, 9, 10 

Divided lights—with stops: 

Add for each light—rectangular 

* .70 

* .80 

*1.00 

diamond . . 

*1.30 

*1.40 

*1.60 

curved.... 

*2.70 

*3.00 

*3.60 


Rabbeting and beading in pairs: Add per pair—all woods- *1.00 

Bent stiles and rails: Figure double the price of straight and 

add per perimeter foot. *1.00 





































476 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Special Interior Frames 

Molding grade, drum sanded, dadoes cut, KD and bundled. 
Jambs, f"X5^" or less, S4S, cut to length. Stops, ^"Xlf" or less, 
S4S, cut to length. 


Basis List Prices per Frame—Not Pet Together 




2-6 X 6-8 

3-0 X 7-0 

Basswood 


* 4.40 

* 5.10 

Birch 

Selected red. 

* 7.70 

* 9.00 


Unselected for color. 

* 6.80 

* 7.80 

Cypress 


* 4.60 

* 5.40 

Fir 

Unselected for grain. 

* 4.10 

* 4.80 

Gum 

Red. 

* 6.10 

* 7.10 


Sap. 

* 3.90 

* 4.40 

Mahogany 

Plain. 

*11.40 

*13.30 

Oak 

Plain red. 

* 6.80 

* 7.80 


Plain white. 

* 7.60 

* 8.80 


Quartered red. 

* 7.40 

* 8.60 


Quartered white. 

* 8.70 

*10.10 

Pine 

Western white. 

* 5.40 

* 6.30 


Yellow. 

* 3.70 

* 4.30 

Poplar 

Unselected for color. 

* 5.60 

* 6.50 

Spruce 


* 4.10 

* 4.80 

Sycamore 

Quartered. 

* 6.50 

* 7.60 

Walnut 

Native. 

*13.60 

*15.90 


Two kinds of wood—3'0"X7'0" or less: Figure highest- 


priced wood and add per frame. *2.30 

Openings larger than 3' 0" X7' 0": 

Add to price of 3' 0"X7' 0" frame of same description, for 

each extra foot or part thereof in width. 5% 

in height. 15% 

Stops rabbeted in—mitered and glued: 

Add per single opening—no transom head. *1.50 

with “ “ . *2.70 
































MILLWORK AND GLASS 


477 


Stair Body 

The “Basis List Prices per Riser” are based on specifications as 
follows: 

All stairs: Knock down, ready to put together. Smoothed for 
painter’s finish. None of the following included: Well hole skirting. 
Platform flooring nor base. Base molding for strings. Rough 
carriages. Newels, rail, nor balusters. 

Box stairs: Strings housed—f in thick. Treads and risers cut to 
approximate length, coves loose. 

Open stairs: Wall string housed—f in thick. Face string cut 
and mitered—f in thick. Treads mitered and cut to approximate 
length—bored, slotted, or dove-tailed for balusters; nosings fitted; 
coves loose. Risers mitered and cut to approximate length. 

Curb stairs: Wall string housed—fin thick. Face string housed, 
either lj-in two-ply or lf-in one-ply, shoe rail and fillet included— 
glued together. Treads and risers cut to approximate length; 
coves loose. 



The designs illustrated above are: 


“A”.Bracketed open string 

. “ “ “ 

“C”.Paneled curb string 






















































478 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Stair Body 

The “total” includes strings; treads, 1| in; and risers, f in. 
Stairs are counted by the riser. 

Basis List Prices per Riser 


3 ft 6 in wide or less. 

See Specifications 

Box 

Plain 

open 

1 side 

Bracketed 

open 

1 side 

Plain 

curb 

1 side 

Panel 

curb 

1 side 

1. Yellow pine or sap gum 
Total. 

* 5.00 

* 6.90 

* 8.20 

* 6.00 

* 7.30 

Open or curb 2 sides, add 


* 1.90 

* 3.20 

* 1.00 

* 2.30 

2. Fir or spruce 

Total. 

* 5.50 

* 7.40 

* 8.70 

* 6.60 

* 7.90 

Open or curb 2 sides, add 


* 1.90 

* 3.20 

* 1.10 

* 2.40 

3. Cypress or white pine 

Total. 

* 6. 10 

* 8.10 

* 9.50 

* 7.30 

* 8.70 

Open or curb 2 sides, add 


* 2.00 

* 3.40 

* 1.20 

* 2.60 

4. Red gum or basswood 

Total. 

* 7.00 

* 9.20 

*10.70 

* 8.40 

* 9.90 

Open or curb 2 sides, add 


* 2.20 

* 3.70 

* 1.40 

* 2.90 

5. Plain red oak or unselected 
poplar 

Total. 

* 7.40 

* 9.60 

*11.20 

* 8.80 

*10.40 

Open or curb 2 sides, add 


* 2.20 

* 3.80 

* 1.40 

* 3.00 

6. Unselected birch, plain 
white oak, maple or 
quartered sycamore 
Total. 

* 8.10 

*10.40 

*12.00 

* 9.60 

*11.20 

Open or curb 2 sides, add 


* 2.30 

* 3.90 

* 1.50 

* 3.10 

7. Quartered red oak or red 
birch 

Total. 

*9.20 

*11.60 

*13.40 

*10.80 

*12.60 

Open or curb 2 sides, add 


* 2.40 

* 4.20 

* 1.60 

* 3.40 

8. Quartered white cak 

Total. 

*10.10 

*12.70 

*14.50 

*11.90 

*13.70 

Open or curb 2 sides, add 


* 2.60 

* 4.40 

* 1.80 

* 3.60 

9. Plain mahogany 

Total. 

*13.50 

*16.40 

*18.60 

*15.80 

*18.00 

Open or curb 2 sides, add 


* 2.90 

* 5.10 

* 2.30 

* 4.50 

10. Native walnut 

Total. 

*14.70 

*17.70 

*19.90 

*17.20 

*19.40 

Open or curb 2 sides, add 


* 3.00 

* 5.20 

* 2.50 

* 4.70 



































MILLWORK AND GLASS 


479 


Winders with straight string—any width stair: Figure the entire 
flight as above and add extra for each “winder tread” at the 
total per riser for a 3-ft 6-in basis box stair. 

Example—1 flight stairs plain open 1 side, 3 ft 6 in wide, 16 risers 
high, of which 3 have winder treads, plain red oak. 


16 risers—plain open 1 side.@ *9.60 *153.60 

3 winder treads—box, add.@ *7.40 * 22.20 

Total. *175.80 

Long strings: Stairs having 16 or more risers in one straight 

run, add for each such run. *8.00 


Thick treads and strings: Treads or strings for 3-ft 6-in stairs, if 
Thicker than “Basis” specifications, add to Basis Price per riser, 
as follows: 



Tread, 

If in. 

Tread, 

If in 

Strings— 
Each f in. 
Thicker — 
per string 

1. Yellow pine or sap gum. 

*0.26 

*0.90 

*0.12 

2. Fir or spruce. 

* .30 

*1.06 

* .14 

3. Cypress or white pine. 

* .38 

*1.26 

* .16 

4. Red gum or basswood. 

* .46 

*1.50 

* .20 

5. Plain red oak or unselected pop¬ 




lar. . 

o 

lO 

* 

*1.66 

* .24 

6. Unselected birch, plain white 
oak, maple, or quartered syca¬ 




more . 

* .58 

*1.90 

* .26 

7. Quartered red oak or red birch. . 

* .68 

*2.18 

* .30 

8. Quartered white oak. 

* .78 

*2.50 

* .34 

9. Plain mahogany. 

*1.10 

*3.46 

* .42 

10. Native walnut. 

*1.26 

*3.94 

* .52 





















480 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Stairs wider than 3 ft 6 in: Add to Basis Prices per riser for each 
6 in or part thereof over 3 ft 6 in wide, as follow*: 



Treads 11 in 
thick, 
total 

Treads If in 
thick, 
total 

Treads 1J in 
thick, 
total 

1 

*0.36 

* .42 

* .52 

2 

* .42 

* .48 

* .62 

3 

* .48 

* .56 

* .70 

4 

* .56 

* .64 

* .82 

5 

* .62 

* .72 

* .90 

6 

* .70 

* .80 

*1.02 

7 

* .80 

* .92 

*1.16 

'8 

* .90 

*1.04 

*1.30 

9 

*1.26 

*1.44 

*1.80 

10 

*1.38 

*1.58 

*1.98 


Example—Stairs 4 ft 6 in wide, plain open 1 side, If-in strings, 
1 f-in treads—yellow pine: 

Basis Price per riser, f-in strings, lf-in tread, 


3 ft 6 in wide. *6.90 

Extra for lf-in strings (2 times *.12). * .24 

Extra for lf-in tread. * .26 

Extra for 4 ft 6 in wide lf-in tread (2 times *.42).. * .84 


Total List Price per riser. *8.24 


Starting and Bow Face Steps 


























MILLWORK AND GLASS 


481 


Figure the entire flight at the proper Basis Price per riser and add 
extra for each starting step, in all woods, as follows: 



1 riser 

2 risers 

3 risers 

Quarter circle “G” —per end. 

* 9.00 

*21.00 

*36.00 

Half circle “H” “ “. 

*12.00 

*30.00 

*60.00 

Half square “I” “ “. 

* 5.00 

*12.00 

*24.00 

Half Octagon “J” “ “. 

*10.00 

*24.00 

*48.00 


Bow face—per riser for each 6 in or part thereof in width of 


stair straight across tread. *1.80 

Minimum, per riser. *9.00 


Well hole skirting: The following prices include nosing, scotia» 
gallery board 14 in or less and soffit mold: 



Plain 

Paneled 

Shoe rail, 
add 

Straight skirting — per linear foot: 

1. Yellow pine or sap gum. 

*1.20 

*2.20 

*0.40 

2. Fir or spruce. 

*1.30 

*2.30 

* .42 

3. Cypress or white pine. 

*1.40 

*2.50 

* .44 

4. Red gum or basswood. 

*1.70 

*2.80 

* .50 

5. Plain red oak or unselected 
poplar. 

*1.80 

*3.00 

* .52 

6. Unsel. birch, plain white oak or 
quartered sycamore. 

*1.90 

*3.10 

* .54 

7. Quartered red oak or red birch.. 

*2.20 

*3.60 

* .60 

8. Quartered white oak.. 

*2.40 

*3.80 

* .64 

9. Plain mahogany. 

*3.30 

*5.00 

* .80 

10. Native walnut. 

*3.50 

*5.20 

* .86 



Plain 

Paneled 

Radius skirting—all woods 

Figure double the price of straight and add 
per linear foot. 

* 1.40 
*21.00 
*30.00 

* 2.10 
*30.00 
*42.00 

■ Minimum— 4 circle or less 

tt i (( <* “ 

2 . 







































482 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Spandril and soffit panels: Figure according to “Interior Panel- 
work.” 

Rough horses and common plank stairs—KD: Yellow pine 
No. 1 common, per M. B. M. *220.00 


Radius Strings 



Fig. 70 


Figure the entire flight at the proper Basis Price per riser and 
add extra for each radius string—either face or wall string—as 
follows: 


Radius 3 ft 6 in or less: 

Turnout at start—first tread. *38.00 

each extra tread. *15.00 

Quarter turn —first tread. *55.00 

each extra tread.>. *18.00 

Half turn —first tread. *72.00 

* each extra tread. *18.00 

Radius over 3 ft 6 in: 

All types —first tread.. ... *38.00 

each extra tread. *15.00 




































































MILLWORK AND GLASS 


483 


Note. The foregoing prices include soffit mold for face string if 
required. 

Example—see Design “D”: 

1 flight stairs 26 risers high, 3 ft 6 in wide above landing, l|-in 

treads, plain open—unselected birch—KD—no rough car¬ 
riages. 

2 risers 4 ft 6 in wide, open 2 sides, straight ..@*14.10* 28.20 


3 “ 4 ft 0 in “ “ “ “ “ ..@*13.40 * 40.20 

21 “ 3 ft 6 in “ “ 1 side “ ..@*10.40*218.40 

2 bow face steps, add (9 times *1.80).@ *16.20 * 32.40 

3 “ “ “ “ (8 “ *1.80).@*14.40 * 43.20 

Radius face string—radius over 3 ft 6 in: 

One side, add 

First tread. *38.00 

4 extra treads.@ *15.00 *60.00 

- * 98.00 

Other side, add. *98.00 


Total List Price for stair body. *558.40 

Example—see Design “E”: 

1 flight stairs 18 risers high, 3 ft 6 in, l|-in treads, plain curb 
1 side—red birch—KD—no rough carriages. 

18 risers.@ *10.80 *194.40 

Radius face string—radius under 3 ft 6 in: 

First tread—quarter turn, add. *55.00 


Total List Price for Stair body. *249.40 

Example—see Design “F”: 

1 flight stairs, 19 risers high, 3 ft 6 in wide, l|-in treads, panel 
curb 1 side—quartered white oak—KD—no rough carriages. 

19 risers.@*13.70 *260.30 

8 winder treads, add.@*10.10 * 80.80 

Radius face string—radius under 3 ft 6 in: 

First tread—half turn, add. *72.00 

7 extra treads, add.@ *18.00 *126.00 

Radius wall string—radius over 3 ft 6 in: 

First tread, add. * 38.00 

7 extra treads, add.@*15.00 *105.00 


Total List Price for stair body. *682.10 






















484 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Special Stair Newels 

Specifications: 

Starting newels—shaft 6"X6" or less at top, height 4 ft 6 in or 
less over all. 

Angle newels—shaft 6" X5" or less at top, height 4 ft 6 in or 
less over all. 

Basis List Prices per Newel—Not Housed 



Fig. 71 

Start¬ 

ing 

“A” 


1. Yellow pine or sap gum. *48.50 

2. Fir or spruce. *49.00 

.3, Cypress or white pine. *49.50 

4. Red gum or basswood. *54.00 

5. Plain red oak or unsel. poplar. *54.50 

6. Unselected birch, plain white 

oak or quartered sycamore.. *55.50 

7. Quartered red oak or red birch. *60.00 

8. Quartered white oak. *61.00 

9. Plain mahogany. *68.50 

0. Native walnut. *69.50 



Start¬ 


Start¬ 

Angle 

ing 

Angle 

ing 

“B,” 

“C” 

“D ” 

“E” 

*48.50 

*39.00 

*39.00 

*21.00 

*49.00 

*40.00 

*40.00 

*21.50 

*49.50 

*41.00 

*41.00 

*22.50 

*54.00 

*45.00 

*45.00 

*24.50 

*54.50 

*45.50 

*45.50 

*25.00 

*55.00 

*46.50 

*46.50 

*26.00 

*60.00 

*50.50 

*51.00 

*28.50 

*60.50 

*52.00 

*52.50 

*30.00 

*68.00 

*59.50 

*60.50 

*35.50 

*69.00 

*61.00 

*62.50 

*37.50 













































MILLWORK AND GLASS 


485 



Fig. 72 



1. Yellow pine or sap gum. 

2. Fir or spruce. .. 

3. Cypress or white pine. 

4. Red gum or basswood. 

5. Plain red oak or unsel. poplar. 

6. Unselected birch, plain white 

oak or quartered sycamore. 

7. Quartered red oak or red birch. 

8. Quartered white oak. 

9. Plain mahogany. 

10. Native walnut. 


Start¬ 

ing 

Start¬ 

ing 

Angle 

Start¬ 

ing 

“I” 

Angle 

“J” 

“F” 

“G ” 

“H” 

*19.50 

*24.00 

*16.50 

*15.50 

*13.50 

*20.00 

*24.50 

*17.00 

*16.00 

*14.00 

*21.00 

*25.50 

*18.00 

*17.00 

*15.00 

*23.00 

*27.50 

*20.00 

*19.00 

*17.00 

*23.50 

*28.00 

*20.50 

*19.50 

*17.50 

*24.50 

*29.00 

*21.00 

*20.50 

*18.00 

*27.00 

*31.50 

*23.00 

*23.00 

*20.00 

*28.50 

*33.00 

*24.50 

*24.50 

*21.50 

*34.00 

*38.50 

*29.50 

*30.00 

*26.50 

*36.00 

*40.50 

*31.00 

*32.00 

*28.00 




'FT 

I 1 2 3 4 5 6 7 8 9 10 ? 






Fig. 73 


1. Yellow pine or sap gum. 

2. Fir or spruce. 

3. Cypress or white pine. 

4. Red gum or basswood. 

5. Plain red oak or unselected poplar. . . . 

6. Unselected birch, plain white oak or 

quartered sycamore. 

7. Quartered red oak or red birch. 

8. Quartered white oak. 

9. Plain mahogany.. 

10. Native walnut... 


Start¬ 



Start¬ 


ing 

Angle 

ing 

Angle 

“K” 

“L 


“M” 

“N” 

*14 

.50 

*14, 

.50 

*12.50 

*12.50 

*15 

.00 

*15. 

50 

*13.00 

*13.00 

*16. 

.00 

*16. 

50 

*14.00 

*14.00 

*18. 

.50 

*18. 

50 

*15.50 

*15.50 

*19. 

.00 

*19. 

00 

*16.00 

*16.00 

*20 

.00 

*20. 

00 

*16.50 

*17.00 

*22. 

00 

*22. 

50 

*18.50 

*19.00 

*23 

.50 

*24. 

,00 

*19.50 

*20.00 

*29. 

50 

*30. 

50 

*24.00 

*25.00 

*31. 

50 

*32. 

00 

*25.50 

*26.50 


































































486 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Height: Newels higher than “Basis” specifications, add to 

Basis Prices for each foot or part thereof of extra height.. 10% 

Girth: Newels of larger girth than “Basis” specifications, 
add to Basis Prices for each inch or part thereof of extra 
girth. 2 5% 


Note. Starting newels are based on 6X6 shaft at top, or 24 
perimeter inches in girth; angle newels on 5X5 shaft at top or 20 
perimeter inches in girth. 

Housing: Newels housed to receive tread and riser or pre¬ 


pared to receive well-hole skirting, add per newel. *3.80 

Example—1 angle newel 5"X10"X7'4", Design “N”, 
yellow pine, housed: 

Basis Price, Design “N”, 5"X5"X6' 0”. *12.50 

Extra height, add—2 ft @ 10% each or 20%.. * 2.50 


*15.00 

Extra girth, add—10 in @ 2|% each or 25%.. *3.75 
Housing, add. *3.80 


Total List Price... *22.55 • 

Half newels: Two halves—made by splitting a full newel, 
figure as a full newel and add. * 1.20 


One-half—built up special, figure at 80 per cent of the full 
newel. 


Special Stair Rail and Crooks 
Straight Rail—List Prices per Linear Foot 




He* 

cor 

x«i 

HC* 

CO 

XPQ 

He* 

cor 

XU 

Sf 

cor 

XQ 

c7 

He* 

cor 

xw 

H* 

n: 

X&H 

•Hi* 

<N 

oi r 

xo 

1. 

Yellow pine or sap gum. 

*0.94 

*1.00 

*0.88 

*0.86 

*0.80 

*0.52 

*0.44 

2. 

Fir or spruce. 

* .98 

*1.04 

* .92 

* .90 

* .84 

* .56 

* .46 

3. 

Cypress or white pine. 

*1.06 

*1.12 

* .98 

* .96 

* .90 

* .60 

* .48 

4. 

Red gum or basswood. 

*1.16 

*1.24 

*1.08 

*1.04 

* .96 

* .68 

* .54 

5. 

Plain red oak or unselected pop¬ 
lar . 

*1.18 

*1.28 

*1.10 

*1.08 

*1.00 

* .70 

* .56 

6. 

Unselected birch, plain white 
oak or quartered sycamore. . 

*1.26 

*1.38 

*1.16 

*1.14 

*1.04 

* .74 

* .58 

7. 

Quartered red oak or red birch . 

*1.36 

*1.50 

*1.26 

*1.24 

*1 .12 

* .82 

* .64 

8. 

Quartered white oak. 

*1.46 

*1.62 

*1.36 

*1.32 

*1.20 

* .88 

* .68 

9. 

Plain mahogany. 

*1.82 

*2.02 

*1.68 

*1.62 

*1.46 

*1.14 

* .84 

10. 

Native walnut. 

*1.94 

*2.18 

*1.78 

*1.74 

*1.56 

*1.20 

* .90 
































MILLWORK AND GLASS 


487 


Bent rail: Figure all lengths—breaking on full feet—at double 
the price of straight rail and add per linear foot for all woods: 



On level 

Up rake 

Round wall rail. 

*1.50 

*3.00 

All other designs. 

*3.00 

*5.30 



Crooks—bolted to rail: Figure 1 lin ft of straight rail for each 
riser requiring rail, including those that involve crooks, and add for 
each crook, as follows: 

Round wall rail crooks: 

All woods 


Quarter turn—Rake or level. * 7.50 

Half turn Level. * 11.50 

Double rake. *45.00 

All other rail design crooks: 

Easement Straight—over or under. *12.00 

‘ 1 Turnout—over or under—first riser.. *36.00 

each extra 

riser. ... * 10.50 

Quarter turn Level. * 12.00 

“ ‘ ‘ Rake and level—first riser. *36.00 

each extra riser. * 10.50 

‘ ‘ 1 ‘ Double rake —first riser. *45.00 

each extra riser .... *10.50 

Half turn Level. * 30.00 

“ li Rake and level—first riser. *45.00 

each extra riser .... * 10.50 

“ 11 Double rake —first riser. *68.00 

each extra riser .... *10.50 

Spiral or wreath Spiral or wreath—Flat. *75.00 

“ “ “ Twisted. *150.00 

Gooseneck... * 23.00 
























488 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Special Stair Balusters 

’ 

Length, 2ft0into2ft9in inclusive. Turnings and sawings of 
ordinary design. Cabinet finish—dovetailed for tread. 

First line is turned; 2d, tapered; 3d, plain; all S4S. 

Basis List Prices per Baluster 


Square end designs: 


I" X i" H" x H" it" x if" if" X if" 

1. Yellow pine or sap gum 




*0.78 

*0.94 


*0.52 

* .56 

* .68 

*0.22 

* .28 

* .32 

* .42 

2. Fir or 

spruce 

*0.80 

*0.98 


*0.54 

* .60 

* .72 

*0.24 

* .30 

* .34 

* .46 

3. Cypress or white pine 

*1.06 


*0.58 

*0.64 

*0.80 

*0.26 

* .32 

* .38 

* .54 

4. Red gum or basswood 
. *0.92. 

*1.16 


*0.62 

* .70 

* .88 

*0.28 

* .36 

* .44 

* .62 


5. Plain red oak or unselected poplar 

. *0.94 *1.20 

. *0.64 * .72 * .92 

*0.30 * .38 * .46 * .66 


6. Unselected birch, plain white oak 
or quartered sycamore 


. i . . 


*1 

.00 

*1.28 


*0.68 

* 

.78 

*1.00 

*0.32 

* .42 

* 

.50 

* .74 

7. Quartered red oak 

or red birch 



*1 

.08 

*1.40 


*0.74 

* 

.84 

*1.10 

*0.34 

* .46 

* 

.56 

* .82 

8. Quartered white oak 




*1 

.14 

*1.50 


*0.78 

* 

.92 

*1.20 

*0.38 

* .50 

* 

.64 

* .94 

9. Plain 

mahogany 



. 


*1 

.40 

*1.88 


*0.96 

*1 

.16 

*1.58 

*0.48 

* .68 

* 

.86 

*1.30 

10. Native walnut 






*1. 

48 

*2.02 

. 

*1.02 

*1. 

.24 

*1.72 

*0.52 

* .72 

* 

94 

*1.42 


Flat designs: First line sawed; 
2d, plain; both S4S. 


f"X4" 

f"X5f" 

1J"X4" 

lf"X5 f" 

1. Yellow pine or 

■ sap gum 


*0.82 

*0.94 

*0.94 

*1.08 

* .36 

* .44 

* .48 

* .58 

2. Fir or spruce 



*0.86 

*1.00 

*0.98 

*1.14 

* .40 

*0.48 

* .52 

*0.64 

3. Cypress or white pine 


*0.94 

*1.10 

*1.08 

*1.28 

* .48 

*0.58 

*0.62 

*0.78 

4. Red 

gum or basswood 


*1.04 

*1.22 

*1.20 

*1.44 

*0.56 

*0.70 

*0.72 

*0.92 

5. Plain red oak or unselected poplar 

*1.06 

*1.24 

*1.24 

*1.50 

*0.58 

*0.72 

*0.76 

*0.96 

6. Unselected birch, plain white oak 

or 

quartered 

sycamore 


*1.14 

*1.34 

*1.36 

*1.64 

*0.66' 

*0.82 

*0.86 

*1.10 

7. Quartered red 

oak or red birch 

*1.24 

*1.48 

*1.48 

*1.82 

*0.74 

*0.92 

*0.98 

*1.26 

8. Quartered white oak 


*1.34 

*1.62 

*1.62 

*2.00 

*0.84 

*1.06 

*1.12 

*1.44 

9. Plain 

. mahogany 


*1.76 

*2.16 

*2.12 

*2.64 

*1.22 

*1.58 

*1.58 

*2.06 

10. Native walnut 



*1.84 

*2.28 

*2.28 

*2.88 

*1.32 

*1.70 

*1.76 

*2.28 




























MILLWORK AND GLASS 


489 


Interior Staved Columns 

| 

Specifications: Cabinet finish. 

Shaft—round, staved, tapered regular or not tapered, not fluted. 
Staves—If in thick for 6-in, 8-in, and 10-in columns; If in thick 
for 12-in columns. Cap—wood, not to exceed 3 members. Base—• 
wood, not to exceed 4 members. 


Basis List Prices per Column for 4 Sizes—6", 8", 10", 

12" 

Shaft 3'0" 

4' 0" 

5' 0" 

6' 0" 

T 0" 

8' 0" 

9' 0" 

10 '0" 

1. Yellow pine or sap gum 

, 





*12.00 

*13.40 

*14.90 ‘ 

*16.30 

*17.70 

*19.20 



*13.70 

*15.50 

*17.30 

*19.20 

*21.00 

*22.80 

*24.60 


*15.80 

*18.00 

*20.20 

*22.40 

*24.60 

*26.80 

*29.00 

*31.20 

*19.10 

*22.10 

*25.20 

*28.20 

*31.30 

*34.30 

*37.40 

*40.40 

2. Fir or spruce 








*12.50 

*14.10 

*15.60 

*17.20 

*18.80 

*20.30 



*14.40 

*16.40 

*18.30 

*20.30 

*22.30 

*24.30 

*26.20 


*16.70 

*19.10 

*21.50 

*23.90 

*26.30 

*28.70 

*31.10 

*33.50 

*20.40 

*23.70 

*27.00 

*30.30 

*33.60 

*37.00 

*40.30 

*43.60 

3. Cypress or white pine 







*13.20 

*15.00 

*16.70 

*18.40 

*20.20 

*21.90 



*15.30 

*17.50 

*19.70 

*21.90 

*24.10 

*26.30 

*28.50 


*17.90 

*20.60 

*23.20 

*25.90 

*28.50 

*31.20 

*33.80 

*36.50 

*22.10 

*25.80 

*29.50 

*33.20 

*36.90 

*40.60 

*44.30 

*48.00 

4. Red gum or basswood 







*14.70 

*16.70 

*18.70 

*20.60 

*22.60 

*24.60 



*17.10 

*19.60 

*22.10 

*24.60 

*27.10 

*29.60 

*32.10 


*20.10 

*23.10 

*26.10 

*29.20 

*32.20 

*35.20 

*38.30 

*41.30 

*24.90 

*29.10 

*33.40 

*37.60 

*41.90* 

46.10 

*50.40 

*54.60 

5. Plain red oak or unselected poplar 





*15.10 

*17.20 

*19.30 

*21.40 

*23.50 

*25.60 



*17.70 

*20.30 

*23.00 

*25.60 

*28.30 

*30.90 

*33.60 


*20.80 

*24.00 

*27.20 

*30.40 

*33.70 

*36.90 

*40.10 

*43.30 

*25.90 

*30.40 

*35.00 

*39.50 

*44.00 

*48.50 

*53.00 

'*57.50 

6. Unselected birch, plain white oak or quartered sycamore 

V 


*16.00 

*18.30 

*20.60 

*22.90 

*25.20 

*27.50 



*18.80 

*21.70 

*24.60 

*27.50 

*30.40 

*33.30 

*36.20 


*22.30 

*25.80 

*29.30 

*32.80 

*36.30 

*39.80 

*43.30 

*46.80 

*27.90 

*32.90 

*37.80 

*42.80 

*47.70 

*52.70 

*57.60 

*62.50 

7. Quartered red oak or red birch 






*17.50 

*20.10 

*22.70 

*25.30 

*27.80 

*30.40 



*20.70 

*23.90 

*27.20 

*30.40 

*33.60 

*36.90 

*40.10 


*24.60 

*28.50 

*32.40 

*36.40 

*40.30 

*44.20 

*48.20 

*52.10 

*31.00 

*36.60 

*42.10 

*47.60 

*53.20 

*58.70 

*64.30 

*69.80 

8. Quartered white oak 







*18.60 

*21.40 

*24.30 

*27.10 

*30.00 

*32.80 



*22.10 

*25.60 

*29.20 

*32.80 

*36.40 

*39.90 

*43.50 


*26.50 

*30.80 

*35.10 

*39.40 

*43.70 

*48.00 

*52.30 

*56.70 

*33 60 

*39.70 

*45.80 

*51.90 

*58.00 

*64.20 

*70.30 

*76.40 


490 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


9. Plain mahogany 


*22.70 

*26.40 

*30.10 

*33.80 

*37.50 

*41.20 



*27.30 

*31.90 

*36.60 

*41.30 

*45.90 

*50.60 

*55.20 


*33.10 

*38.80 

*44.40 

*50.00 

*55.60 

*61.20 

*66.90 

*72.50 

*42.80 

*50.80 

*58.80 

*66.80 

*74.80 

*82.80 

*90.80 

*98.80 

10. Native walnut 







*24.20 

*28.30 

*32.40 

*36.50 

*40.60 

*44.70 



*29.20 

*34.40 

*39.50 

*44.70 

*49.80 

*54.90 

*60.10 


*35.70 

*41.90 

*48.10 

*54.30 

*60.50 

*66.60 

*72.80 

*79.00 

*46.30 

*55.20 

*64.00 

*72.90 

*81.70 

*90.60 

*99.40 

*108.30 

Regular fluting, add to 

plain shaft prices: 




3' O' 

4' 0" 

5 0" 

6' 0" 

?/ Q„ 

8' 0" 

9' 0" 

10' 0" 

*5.00 

*5.30 

*5.60 

*5.90 

*6.20 

*6.50 



*5.80 

*6.20 

*6.60 

*7.00 

*7.40 

*7.80 

* 8.20 


*6.60 

*7.00 

*7.40 

*7.80. 

*8.20 

*8.60 

* 9.00 

* 9.40 

*7.40 

*7.90 

*8.40 

*8.90 

*9.40 

*9.90 

*10.40 

*10.90 


Featberedge fluting, add to regular fluting. 50% 






Split columns: Full column price, plus 10 per cent of yellow pine 
Basis Price. 

Caution: Add extra for composition caps where they occur. 
Interior Square Posts 
Specifications: Put together—cabinet finish. 

Shaft—1-in stock, plain tapered or not tapered, not fluted nor 
paneled. Cap and base—wood, two members each. 


Basis List Prices per Post for 4", 6", 8", 10", 12" 



Shaft 3' 0" 

4/ ()" 

5' 0" 

6' 0" 

7/ 0 // 

8' 0" 

9' 0" 

10' 

0" 

1 . 

Yellow pine or sap gum 








* 9.80 

*10.60 

*11.30 

*12.10 

*12.80 

*13.50 

*14.30 

*15. 

.00 


*11.10 

*12.00 

*12.90 

*13.90 

*14.80 

*15.70 

*16.60 

*17 

.60 


*12.50 

*13.60 

*14.70 

*15.90 

*17.00 

*18.10 

*19.20 

*20. 

30 


*13.80 

*15.10 

*16.40 

*17.70 

*19.10 

*20.40 

*21.70 

*23 

.00 


*15.20 

*16.70 

*18.20 

*19.70 

*21.20 

*22.70 

*24.10 

*25. 

60 

2. 

Fir or spruce 










*10.00 

*10.80 

*11.60 

*12.40 

*13.10 

*13.90 

*14.70 

*15. 

50 


*11.40 

*12.30 

*13.30 

*14.30 

*15.30 

*16.30 

*17.30 

*18. 

30 


*12.90 

*14.10 

*15.30 

*16.50 

*17.70 

*18.90 

*20.10 

*21 

.30 


*14.30 

*15.80 

*17.20 

*18.60 

*20.00 

*21.40 

*22.80 

*24 

.30 


*15.80 

*17.50 

*19.10 

*20.70 

*22.30 

*24.00 

*25.60 

*27. 

20 

3. 

Cypress or white pine 









*10.40 

*11.30 

*12.10 

*13.00 

*13.90 

*14.70 

*15.60 

*16. 

50 


*11.90 

*13.10 

*14.20 

*15.30 

*16.40 

*17.60 

*18.70 

*19 

.80 


*13.70 

*15.10 

*16.50 

*17.90 

*19.30 

*20.70 

*22.10 

*23. 

40 


*15.40 

*17.10 

*18.70 

*20.40 

*22.00 

*23.60 

*25.30 

*26. 

90 


*17.20 

*19.10 

*21.00 

*22.90 

*24.80 

*26.70 

*28.60 

*30 

.50 

4. 

Red gum or basswood 









*11.50 

*12.50 

*13.50 

*14.50 

*15.50 

*16.40 

*17.40 

*18. 

40 


*13.40 

*14.70 

*16.00 

*17.30 

*18.60 

*19.90 

*21.20 

*22. 

50 


*15.50 

*17.10 

*18.70 

*20.30 

*21.90 

*23.50 

*25.10 

*26 

.70 


*17.40 

*19.30 

*21.20 

*23.20 

*25.10 

*27.00 

*28.90 

*30. 

80 


*19.90 

*22.20 

*24.50 

*26.90 

*29.20 

*31.60 

*33.90 

*36. 

30 



MILLWORK AND GLASS 491 


5. Plain red oak or unselected poplar 



*11.60 

*12.60 

*13.60 

*14 

.60 

*15.60 

*16 

.60 

*17.60 

*18.60 


*13.50 

*14.80 

*16.10 

*17 

.40 

*18.80 

*20. 

10 

*21.40 

*22.70 


*15.60 

*17.30 

*18.90 

*20 

.60 

*22.20 

*23 

.80 

*25.50 

*27.10 


*17.70 

*19.60 

*21.60 

*23. 

50 

*25.50 

*27. 

40 

*29.40 

*31.30 


*21.10 

*23.80 

*26.50 

*29 

.20 

*31.80 

*34 

.50 

*37.20 

*39.90 

6. 

Unselected birch, plain white oak or 

quartered sycamore 




*12.00 

*13.10 

*14.20 

*15 

.20 

*16.30 

*17 

.40 

*18.50 

*19.60 


*14.10 

*15.50 

*17.00 

*18 

.50 

*19.90 

*21 

.40 

*22.80 

*24.30 


*16.50 

*18.30 

*20.20 

*22. 

00 

*23.80 

*25. 

60 

*27.40 

*29.30 


*18.80 

*21.00 

*23.20 

*25 

.30 

*27.50 

*29 

.70 

*31.90 

*34.10 


*22.50 

*25.50 

*28.50 

*31 

.50 

*34.50 

*37 

.50 

*40.50 

*43.50 

7. 

Quartered red oak or 

red birch 









*13.60 

*15.00 

*16.30 

*17 

.70 

*19.00 

*20 

.40 

*21.80 

*23.10 


*16.00 

*17.70 

*19.50 

*21 

.30 

*23.00 

*24 

.80 

*26.60 

*28.30 


*18.70 

*20.90 

*23.10 

*25. 

30 

*27.50 

*29 

70 

*31.90 

*34.10 


*22.80 

*25.90 

*29.00 

*32. 

10 

*35.20 

*38. 

30 

*41.40 

*44 50 


*25.50 

*29.00 

*32.50 

*36. 

00 

*39.50 

*43. 

00 

*46.50 

*50.00 

8. 

Quartered white oak 










*14.20 

*15.70 

*17.20 

*18 

.70 

*20.20 

*21 

.70 

*23.20 

*24.70 


*16.80 

*18.80 

*20.80 

*22 

70 

*24.70 

*26. 

.70 

*28.60 

*30.60 


*20.00 

*22.40 

*24.90 

*27 

.30 

*29.80 

*32 

.30 

*34.70 

*37.20 


*24.40 

*27.90 

*31.30 

*34. 

80 

*38.20 

*41 

.70 

*45.10 

*48.60 


*27.40 

*31.40 

*35.30 

*39 

20 

*43.10 

*47 

.10 

*51.00 

*54.90 

9. 

Plain mahogany 










*17.10 

*19.20 

*21.20 

*23. 

30 

*25.30 

*27. 

40 

*29.40 

*31.50 


*20.90 

*23.70 

*26.40 

*29. 

20 

*32.00 

*34. 

80 

*37.50 

*40.30 


*25.30 

*28.80 

*32.20 

*35 

.70 

*39.20 

*42 

.70 

*46.20 

*49.70 


*29.40 

*33.60 

*37.90 

*42. 

10 

*46.30 

*50. 

50 

*54.70 

*58.90 


*33.70 

*38.70 

*43.60 

*48. 

50 

*53.50 

*58. 

40 

*63.40 

*68.30 

10. 

Native walnut 










*17.70 

*19.80 

*22.00 

*24. 

20 

*26.40 

*28. 

50 

*30.70 

*32.90 


*21.70 

*24.70 

*27.60 

*30. 

50 

*33.50 

*36. 

40 

*39.40 

*42.30 


*26.40 

*30.20 

*33.90 

*37 

60 

*41.30 

*45 

.00 

*48.80 

*52.50 


*30.90 

*35.40 

*39.90 

*44. 

40 

*48.90 

*53. 

40 

*57.90 

*62.40 


*35.50 

*40.80 

*46.10 

*51. 

40 

*56.70 

*62. 

00 

*67.20 

*72.50 

Regular fluting, add to plain 

shaft prices: 






3' 0" 

4' 0" 

5' 0" 

6' l 

9" 

T 0" 

8' 

0" 

9' 0" 

10'0" 


* 4.20 

* 4.50 

* 4.80 

* 5 

.10 

* 5.40 

* 5 

.70 

* 6.00 

* 6.30 


* 5.00 

* 5.30 

* 5.60 

* 5. 

90 

* 6.20 

* 6. 

,50 

* 6.80 

* 7.10 


* 5.80 

* 6.20 

* 6.60 

* 7 

.00 

* 7.40 

* 7 

.80 

* 8.20 

* 8.60 


* 6.60 

* 7.00 

* 7.40 

* 7 

.80 

* 8.20 

* 8 

.60 

* 9.00 

* 9.40 


* 7.40 

* 7.90 

* 8.40 

* 8. 

90 

* 9.40 

* 9. 

.90 

*10.40 

*10.90 


Featheredge fluting, add to regular fluting. 50% 

Paneled shaft: Add for each side paneled per linear foot or 
part thereof in height. * -30 

Pilasters—half post or less: Two pilasters—made by splitting full 
posts, figure as a full post and add 10 per cent of the yellow pine 
Basis Price. One pilaster—built up special, figure at 80 per cent 
of a full post. 




492 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Interior Paneled Pedestals 






— 




' " li 


U 1 

_ 

l__ 1 

n 


Fig. 74 


Specifications: Put together—cabinet finish—no room base included. 

Cap—solid, If in thick or less. End—plain or paneled, 12 in 
deep or less. Sides—paneled. Sticking—solid. Panels—rectan¬ 
gular, flat or raised, veneered or solid. 


Basis List Prices per Pedestal for 18", 24", 30", 36" 


2 ' 0" 

2 ' 6" 

3' 0" 

3' 6" 

4' 0" 

4' 6' ' 

5' 0" 

high 

high 

high 

high 

high 

high 

high 

3. Cypress or white pine: 





*19.20 

*20.40 

*21.60 

*22.80 

*24.10 

*25.30 

*26.50 

*20.90 

*22.50 

*24.00 

*25.60 

*27.10 

*28.70 

*30.20 

*22.50 

*24.30 

*26.20 

*28.00 

*29.80 

*31.60 

*33.50 

*24.20 

*26.30 

*28.50 

*30.70 

*32.90 

*35.00 

*37.10 

4. Red gum or basswood: 





*21.40 

*22.80 

*24.20 

*25.60 

*27.00 

*28.40 

*29.80 

*23.40 

*25.20 

*27.00 

*28.80 

*30.60 

*32.40 

*34.20 

*25.20 

*27.30 

*29.40 

*31.60 

*33.70 

*35.80 

*37.90 

*27.20 

*29.70 

*32.10 

*34.70 

*37.20 

*39.70 

*42.10 

6. Unselected birch, plain white oak, or 

quartered sycamore: 

*22.70 

*24.30 

*25.80 

*27.40 

*29.10 

*30.60 

*32.20 

*24.90 

*26.90 

*29.00 

*31.00 

*33.10 

*35.10 

*37.20 

*27.00 

*29.40 

*31.80 

*34.20 

*36.50 

*38.90 

*41.30 

*29.20 

*32.10 

*34.90 

*37.70 

*40.50 

*43.40 

*46.20 

8. Quartered white oak: 





*26.20 

*28.30 

*30.30 

*32.30 

*34.30 

*36.30 

*38.30 

*29.10 

*31.70 

*34.20 

*36.80 

*39.30 

*41.90 

*44.50 

*31.70 

*34.70 

*37.70 

*40.70 

*43.60 

*46.60 

*49.60 

*34.50 

*38.10 

*41.60 

*45.10 

*48.60 

*52.10 

*55.60 

10. Native walnut: 






*33.50 

*36.50 

*39.50 

*42.50 

*45.50 

*48.50 

*51.40 

*37.80 

*41.60 

*45.30 

*49.20 

*52.90 

*56.70 

*60.50 

*41.60 

*46.00 

*50.40 

*54.80 

*59.10 

*63.50 

*67.90 

*45.80 

*51.00 

*56.10 

*61.30 

*66.50 

*71.70 

*76.80 

















MILLWORK AND GLASS 


493 


Bookcase Pedestals 



Fig. 75 


Specifications: Put together—cabinet finish—no glass, room base 
nor hardware included. 


Basis List Prices per Pedestal for 24", 30", 36", 42" 


3' 0" 

3' 6" 

4 ' 0" 

4 ' 6" 

5' 0" 

high 

high 

high 

high 

high 

3. Cypress or white pine: 
*33.80 *35.40 

*37.20 

*38.80 

*40.60 

*36.10 

*37.80 

*40.00 

*41.70 

*43.90 

*38.50 

*40.40 

*42.90 

*44.80 

*47.30 

*41.60 

*43.90 

*46.80 

*49.10 

*52.10 


5. Plain red oak or unselected poplar: 


*37.90 

*39.60 

*41.80 

*43.50 

*45.70 

*40.50 

*42.50 

*44.90 

*46.90 

*49.40 

*43.20 

*45.40 

*48.30 

*50.50 

*53.40 

*46.80 

*49.50 

*52.90 

*55.60 

*58.90 

8. Quartered white oak: 

*45.50 *47.90 

*50.70 

*53.10 

*55.90 

*48.90 

*51.60 

*54.80 

*57.50 

*60.70 

*52.60 

*55.60 

*59.20 

*62.20 

*66.00 

*57.40 

*61.00 

*65.30 

*68.90 

*73.20 

9. Plain mahogany: 

*55.30 *58.60 

*62.40 

*65.60 

*69.30 

*59.90 

*63.50 

*67.80 

*71.40 

*75.60 

*64.80 

*68.90 

*73.70 

*77.70 

*82.60 

*71.30 

*76.10 

*81.70 

*86.50 

*92.20 






























494 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Interior Panelwork 

Stiles and rails—solid stuck. Panels —\ in, 3-ply, good 1 side, 
no panel to exceed 36"X72". Assembled in sections, cabinet finish. 
No cap nor base moldings included. 

Interior panelwork includes such items as stair spandrils, stair 
soffits, paneled wainscoting and ceiling panels. Paneled wainscot 
height is figured from top of paneling to floor. Do not deduct for 
window openings that cut into the paneled sections. Panelwork 
with entire top rail on rake, figure actual square footage breaking on 
6-in each way and add extra given below. Panelwork with entire 
top and bottom rail on rake, figure actual square footage breaking 
on 6 in each way and add extra given below. All other odd-shaped 
sections, figure as if rectangular. 

Basis List Prices per Square Foot 

Figure the square footage; width times height, breaking on 6 in 
each way—minimum per section 4 sq ft—at the following prices: 




Good one side 


Good 

two. 

sides 

add 


i" 

S&R 

lj" 

S&R 

li" 

S&R 

li" 

S&R 

1. Yellow pine or sap gum. 

*1.12 

*1.18 

*1.24 

*1.34 

*0.14 

2. Fir or spruce. 

*1.14 

*1.22 

*1.28 

*1.40 

* .14 

3. Cypress or white pine. 

*1.20 

*1.30 

*1.36 

*1.50 

* .14 

4. Red gum or basswood. 

*1.34 

*1.46 

*1.54 

*1.72 

* .16 

5. Plain red oak or unselect ed poplar 

6. Unselected birch, plain white oak 

*1.36 

*1.48 

*1.56 

*1.76 

* .16 

or quartered sycamore. 

*1.42 

*1.58 

*1.68 

*1.90 

* .16 

7. Quartered red oak or red birch. . 

*1.58 

*1.74 

*1.86 

*2.12 

* .18 

8. Quartered white oak. 

*1.68 

*1.88 

*2.00 

*2.30 

* .22 

9. Plain mahogany. 

*2.02 

*2.28 

*2.48 

*2.88 

* .26 

10. Native walnut. 

*2.16 

*2.46 

*2.68 

*3.16 

* .30 


Extras—cap and base moldings: 

Loose—Figure according to “ molding” and add for each 


machine set up, except S3S and S4S. *3.30 

In addition to above, add per linear foot for each 

mold to cover cleaning and attaching. * .16 

Sections too wide for drum sanding: 

Good 1 side, add per square foot. * .06 

Good 2 sides, “ “ “ “ . * .12 























MILLWORK AND GLASS 


495 


Thicker panels: 


re" 3-ply panels, add per square foot. 

_5_" 5 a it it tt n 11 

. * .04 

. * .08 

3// K CC CC CC n cc cc 

8 

. * .12 

7 ft c c c cc CC CC cc cc 

T~K O 

. * 1(1 

Bent panelwork—Figure double the price of straight and add per 
square foot: 

stiles and rails. 

" a tt a 

. *1.40 

. *1.50 

If" “ “ “ 

. *1.60 

13 n tt 11 tt 

A 4 . 

. *1.70 


Casework 

Case—12 in deep inside, adjustable wood shelves every 12 in in 
height, plain partitions every 24 in in width. Front—consisting of 
paneled doors, no drawers nor bins. Ends—plain exposed or 
unexposed. Back—ceiling, 3-ply or plain 1-ply. Cornice—1 mem¬ 
ber not exceeding |X3f. Set up in sections, cabinet finish. No 
glass, mirrors nor hardware included. 

Basis List Prices per Square Foot 


Figure square footage of front breaking on 6 in each way at the 
following prices: 



Body 



Each 

2" 

deeper 


Front 

12" 

deep 

Back 

Total 

Front i in or 1 in thick: 

1. Yellow pine or sap gum. 

*1.52 

*1.04 

* .40 

*2.96 

* .18 

2. Fir or spruce. 

*1.58 

*1.10 

* .42 

*3.10 

* .20 

3. Cypress or white pine. 

*1.68 

*1.24 

* .48 

*3.40 

* .22 

4. Red gum or basswood. 

*1.88 

*1.40 

* .56 

*3.84 

* .24 

5. Plain red oak or unselected poplar 

*1.92 

*1.42 

* .58 

*3.92 

* .26 

6. Unselected birch, plain white 
oak, or quartered sycamore. . 

*2.02 

*1.56 

* .66 

*4.24 

* .28 

7. Quartered red oak or red birch... 

*2.24 

*1.74 

* .74 

*4.72 

* .32 

8. Quartered white oak. 

*2.40 

*1.90 

* .82 

*5.12 

* .36 

9. Plain mahogany. 

*3.04 

*2.58 

*1.12 

*6.74 

* :50 

10. Native walnut. 

*3.18 

*2.72 

*1.22 

*7.12 

* .54 


Front 1| in thick: add 10 per cent to j in. 



























496 APPRAISERS' AND ADJUSTERS' HANDBOOK 




Woods 



1, 2,3 

4, 5 , 6, 7 

8, 9, 10 

Sash doors: 

One-light open sash door with stops, 
deduct per square foot of glass size.. 

* .50 

* 

05 

o 

o 

* 

Divided lights—with stops: 

Figure as one-light open sash doors, and 
add per light—rectangular. 

* .70 

* .80 

*1.00 

diamond. 

*1.30 

*1.40 

*1.60 

curved. 

*2.70 

*3.00 

*3.60 


Casework KD—skeleton front put together, doors, drawers and 
bins put together but not fitted, balance KD not fitted, figure 


as set up and deduct: 

From basis per square foot. * .80 

From extras for drawers, bread boards, and bins. 20% 

From other extras.nothing 


Special Drawers and Bins 

These prices apply only to drawers and bins when furnished . 
separately—not as part of a case or cabinet. 


Basis List Prices 

Figure each drawer: 


Plain front—not lipped... 

i ‘ t “ lipped. 

Paneled front—not lipped 

" “ —lipped. 

Figure each bin: 

Plain front or paneled_ 


Single 

Double 


faced 

faced 


*2.00 

*2.30 

and 

*2.40 


add 

*2.70 

*3.70 , 

per 

*3.10 


square 

foot 

*6.50 

. 



1. Yellow pine or sap gum... * .30 

2. Fir or spruce. * .36 

3. Cypress or white pine. * .42 

4. Red gum or basswood. * .48 

5. Plain red oak or unselected poplar. * .52 

6. Unselected birch, plain white oak, or quartered sycamore * . 58 

7. Quartered red oak or red birch. * .66 

8. Quartered white oak. * .76 

9. Plain mahogany. *1.08 

10. Native walnut. *1.18 































MILLWORK AND GLASS 


497 


Example—1 single-faced drawer 1 ft 6 in wide, 3 in high, and 1 ft 3 in 
deep; front, plain red oak, paneled and lipped; bal¬ 
ance, yellow pine. 


Figure 1' 6"X4"X1' 6". 

1 drawer, front paneled and lipped. *3.10 

| square foot front, plain red oak. @ * .52 * .26 

3f square foot sides, back and bottom 
yellow pine. @ * .30 *1.13 


Total List Price. *4.79 


Special Medicine Cases 

Door—open, prepared for mirror. Shelves—wood, ordinary ar¬ 
rangement. Depth—6 in or less inside. Back—M & B, V-joint or 
3-ply. Face trim—attached, ordinary designs. Set up, cabinet 
finish, no mirror nor hardware included. 


Basis List Prices per Case —No Mirror 


No drawer. 




Glass size 



16"X20" 

20"X24" 

24"X 28" 

1. Yellow pine or sap gum. 

*25.20 

*27.00 

*29.00 

2. Fir or spruce. 

*25.50 

*27.30 

*29.40 

3. Cypress or white pine. 

*25.90 

*27.80 

*29.90 

4. Red gum or basswood. 

*28.20 

*30.30 

*32.60 

5. Plain red oak or unselected poplar 

6. Unselected birch, plain white oak 

*28.40 

*30.50 

*32.80 

or quartered sycamore. 

*28.90 

*31.10 

*33.40 

7. Quartered red oak or red birch- 

*31.30 

*33.60 

*36.20 

8. Quartered white oak. 

*31.90 

*34.30 

*37.00 

9. Plain mahogany. 

*35.80 

*38.70 

*41.80 

10. Native mahogany. 

*36.50 

*39.50 

*42.70 


With drawer, add 50 per cent. 






















498 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Interior Seats 

Basis List Prices per square foot: Figure square footage of each part 
extreme width and length, breaking on 6 in each way—minimum 
per section, 4 sq ft—at the following prices. Back, seat, riser, and 
ends—loose. 




Good 1 side 

Good 2 sides 



i" 

li" 

H" 

if" 

if" 

1 . 

Yellow pine or sap gum. 

*1.12 

*1.18 

*1.32 

*1.38 

*1.48 

2. 

Fir or spruce. 

*1.14 

*1.22 

*1.36 

*1.42 

*1.54 

3. 

Cypress or white pine. 

*1.20 

*1.30 

*1.44 

*1.50 

*1.64 

4. 

Red gum or basswood. 

*1.34 

*1.46 

*1.62 

*1.70 

*1.88 

5. 

Plain red oak or unselected 
poplar. 

*1.36 

*1.48 

*1.64 

*1.72 

*1.92 

6. 

Unselected birch, plain white 
oak or quartered sycamore.. 

*1.42 

*1.58 

*1.74 

*1.84 

*2.06 

7. 

Quartered red oak or red birch.. 

*1.58 

*1.74 

*1.92 

*2.04 

*2.30 

8. Quartered white oak. 

*1.68 

*1.88 

*2.10 

*2.22 

*2.52 

9. Plain mahogany. 

*2.02 

*2.28 

*2.54 

*2.74 

*3.14 

10. 

Native walnut. 

*2.16 

*2.46 

*2.76 

*2.98 

*3.46 


(Cost Book “A” ends here.) 


All Planing Mills should belong to the Millwork Cost Bureau. 





















PART FOUR 


HARDWOOD FLOORS 


Parquetry. The designs are many, and there is a price list to 
suit. A few approximate figures are given here. The 1923 dis¬ 
count is 30 per cent. Laying and varnishing are extra. Thickness, 
rs in first: 

For 2-in strips per linear foot, 3 kinds, 19*£ to 390 For 3-in, 21^ 
to 370 For 4-in, 460 For 6-in, 7 kinds, highest, 800 lowest, 510; 
average, 610 For 8-in, 7 kinds, highest, $1.04; lowest, 560* average, 
750 For 10-in, 7 kinds, highest, $1.17; lowest, 700 average, $1. 
The 12-in goes by the square foot; 27 kinds and combinations; 
highest, $1.75; lowest, 820 average, $1.13. 

The foregoing are all for borders. Curved borders cost five 
times as much as straight 

Fields, or centers of floors, per square foot, highest, $1.14; lowest, 
800- average, 910 

Wood carpets and herringbone designs, 5 kinds, prices about the 
same for each kind. For & in thick, average per square foot, 470 
| in, 60^ h in, 660 f in, 750* H in, 810 

Bringing up to various thicknesses from thin borders or fields, 
from 200 to 400 per square foot. 


Oak Floors 


Oak floors are used everywhere, and in order that an appraiser 
may be able to decide upon the grade, or get near it, the following 
official rules are given. Also the measurement, quantity, rules, and 
weight. 

How to Arrive at the Amount of Oak Flooring Required 

To cover a certain space, figure the number of square feet, which 
means the width multiplied by the length; for instance, a room 
12 ft wide by 15 ft long would contain 12X15 or 180 sq ft. Add to 
the square feet of surface to be covered, the following percentages: 


012/0 IOr 
33£% for 
33*% for 
25% for 


50% for 
37*% for 



499 







500 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


The above figures are based on laying flooring straight across the 
room. Where there are bay windows, hearths, and other projections r 
allowance should be made for excessive cutting. 

Standard Thicknesses and Widths 

If" thickness; widths, If" face, 2" face, and 2f" face 
f" thickness; widths, If" face and 2" face 

Tongued and Grooved and End Matched 

Standard Weights and Counts of Oak Flooring 

if"X2f" face, 2,000 lbs per 1,000 ft. Counted 1"X3" 
ff"X2" face, 1,900 lbs per 1,000 ft. Counted l"X2f" 
ff"Xlf" face, 1,800 lbs per 1,000 ft. Counted l"X2f" 
f"X2" face, 1,000 lbs per 1,000 ft. Counted l"X2f" 
f"Xlf" face, 900 lbs per 1,000 ft. Counted 1"X2" 

Some manufacturers use a heavier allowance: 

Standard Weights of Oak Flooring 


fi"X2f" face.2,200 lbs per 1,000 ft 

ff"X2" face.2,100 lbs per 1,000 ft 

ff"Xlf" face.2,000 lbs per 1,000 ft 

f"X2" face.1,200 lbs per 1,000 ft 

f"Xlf" face.1,000 lbs per 1,000 ft 


In appraising oak flooring be sure and see whether it is plain or 
quarter-sawed red or white. 

For in use eightpenny steel cut flooring nail. 

For f in use threepenny wire finishing nail. 

The maximum distance between the nails should be: 


For f! in thickness.16 in 

For f in thickness.10 in 


For even better results, it is recommended that the nails be driven 
closer than indicated. 

The nails are not hard to figure. Assume a room 10'X20', or 
120 in wide by 240 in long. At 16 in apart there are 15 nails and 
1 at end equals 16. At 2|-in face there are 48 boards in the width 
equals 48X16 equals 768 plus 10 per cent for waste and end nailing 
equals 845 divided by 132, the number per pound, although some 
lists are different, equals 65 lbs for 2 squares, say, at equals 46^ 
or 23^ per square. 









HARDWOOD FLOORS 


501 


* 

For a 2-in face, 1,056 nails, or 8 lbs equals 4 lbs per square, or 28?f. 

For 1^-in face equals 1,408 nails equals 10.7 lbs equals 75j£ for 
2 squares. 

Arrange the price of nails to suit the local rate. 

For the 2-in face and | in thick there are 25 nails per board at 
10-in centers and 60 boards equals 1,500 nails and 10 per cent 
extra equals 1,650, or about 2 lbs at, say, 10j£, or 20^ for 2 squares. 
For the 1^-in face 2,220 nails or about 3 lbs equals 30j£ for 2 squares, 
or 15^ per square. 

For the heavy nails a fair allowance on this small item would be 
$1 per square, or 10 per sq ft; and for the light, 50^ per square and 
\<f, per sq ft. 

Labor. For installation of fine floors see Labor Table H, Chapter 
XI, and also Table 4, along with all kinds of flooring. 

Material. The parquetry figures have been given, but flooring 
laid in the ordinary manner comes under another classification. 
Referring to Table H, Chapter XI, oak flooring, face, 

plain work, is set at 2\ squares per day of 8 hours for 2 men. The 
table of allowance sent out by the manufacturers sets 50 per cent 
extra for this width. The price is set here at $100, and in 1919 was 
$395. The total per square should be: 


150ft at $100. $15.00 

Labor on basis of $1 per hour. 7.11 

Nails. .38 


$22.49 

This is without profit, and the price of flooring might be much 
more. Varnishing is not included. With $395 per 1,000 and $1.25 
per hour, the rate is $48.77. If 2\ squares take 16 hours 1 square 
will take 7.11, and at $1 per hour this is $7.11; at $1.25, $8.89. 





CHAPTER XIII 


GLASS 


The United States base figure is 100 in 1913. Variations from 
that are seen in the Relative price columns. 


Year 

Glass: 

window 

Glass: 

plate 

Year 

Glass: 

window 

Glass: 

plate 

Average 
price per 
50 sq ft 

Relative 

price 

Relative 

price 

Average 
price per 
50 sq ft 

Relative 

Relative 

1890 

$1,768 

$ 80.4 

$179.8 

1905 

$2.137 

$ 96.2 

$ 95.8 

1891 

1.770 

79.7 

177.2 

1906 

2.256 

101.6 

103.7 

1892 

1.595 

71.8 

141.3 

1907 

2.242 

101.0 

106.8 

1893 

1.710 

77.0 

141.3 

1908 

1.881 

84.7 

86.4 

1894 

1.633 

73.5 

115.6 

1909 

1.849 

83.3 

88.5 

1895 

1.392 

62.7 

123.3 

1910 

2.338 

105.3 

109.2 

1896 

1.600 

72.0 

138.7 

1911 

1.796 

80.9 

99.2 

1897 

1.963 

88.4 

82.2 

1912 

1.785 

80.4 

93.2 

1898 

2.343 

105.5 

110.5 

1913 

2.221 

100.0 

100.0 

1899 

2.399 

108.0 

123.3 

1914 

2.168 

97.6 

91.4 

1900 

2.319 

104.4 

138.7 

1915 

2.423 

109.1 

79.6 

1901 

3.282 

147.8 

125.9 

1916 

2.494 

112.3 

106.0 

1902 

2.565 

115.5 

105.7 

1917 

3.325 

149.7 

123.3 

1903 

2.160 

97.3 

110.8 

1918 

5.689 

256.2 

142.2 

1904 

2.328 

104.8 

93.8 

1919 

6.772 

305 

183.0 


Quality. There are three grades of common window glass— 
AA, A, and B. The standard is A. For AA add 10 to 12 per cent 
to A; for B, deduct 6 to 7 per cent. B is used for cellar lights and a 
cheap class of work. AA is never used unless for specially good 
installations. 

Weight. Common glass, single strength, 1.25 lbs to the square 
foot; D.S., 1.6 lbs; plate, 3.6; but the weight varies. 

Table 1 1 owing is close enough to be used for net figures in 

such years as 1913, 1910, 1900, etc., as the variation is not much 
on an ordinary installation of glass. 

Table 2 is based on 1923 rates, and to be discounted according 
to local figure, say, 80 per cent. Both tables give prices unset. 

502 

















GLASS 


503 


TABLE 1 (ON 1913 = 100 BASIS) 
Net Prices of Common Window Glass 


Sizes 

Number of 
Lights in Box 

Price per Box, 
Single Strength 

Price per Box, 
Double Strength 

Price per Light, 
Single Strength 

Price per Light. 

Double Strength 

Sizes 

Number of 

Lights in Box 

Price per Box, 

Single Strength 

Price per Box, 

Double Strength 

Price per Light, 

Single Strength 

Price per Light, 

Double Strength 

7X 9 

115 

$2.30 


$0 02 J 


18X30 

14 

$2.85 

$4.45 

$0.26 

$0.42 

8X 10 

90 

2.30 


,03j 


18X32 

13 

2.85 

4.45 

.28 

.44 

8X 12 

75 

2.30 


.04 


18X48 

8 


5.10 


.81 

8X 14 

64 

2.30 


.04| 


18X56 

7 


5.65 


1.03 

9X 12 

67 

2.30 


.04 ^ 


20X20 

18 

2.85 

4.45 

.20 

.32 

9X 14 

57 

2.30 


05 s 


20X22 

16 

2.85 

4.45 

.23 

.36 

10X12 

60 

2.30 


.05 


20 X 24 

15 

2.85 

4.45 

.24 

.38 

10X 14 

52 

2.30 


■ 05f 


20X26 

14 

2.85 

4.45 

.26 

.41 

10X 16 

45 

2.40 


.07 


20X28 

13 

2.85 

4.45 

.28 

.44 

10X 18 

40 

2.40 


.08 


20X30 

12 

2.85 

4.45 

.30 

.48 

10X20 

36 

2.40 


• 08| 


20X32 

11 

2.94 

4 55 

.34 

.53 

10X22 

33 

2.40 


. 091 


20X36 

10 

3.12 

4.70 

.40 

.54 

10X24 

30 

2 40 


. 10 


22X22 

15 

2.85 

4.45 

.24 

.38 

10X26 

28 

2.52 


.11J 


22X24 

14 

2.85 

4.45 

.26 

.41 

10X28 

26 

2.52 


• 124 


22X26 

13 

2.85 

4.45 

.28 

.44 

10X30 

24 

2.52 


. 134 


22X28 

12 

2.85 

4.45 

.30 

.48 

12 X 14 

43 

2 40 


.074 


22X30 

11 

2.94 

4.55 

.34 

.53 

12X 16 

38 

2.40 


08* 


22X32 

10 

2.94 

4.55 

.38 

.58 

12X18 

34 

2 40 


.09 


22 X 36 

9 

3.12 

4.70 

.44 

.67 

12X20 

30 

2.40 


. 104 


24X24 

12 

2.85 

4.45 

.30 

.48 

12X24 

25 

2.52 


.13 


24X26 

12 

2.85 

4.45 

.31 

.49 

12X26 

23 

2.52 


. 14 


24X28 

11 

2.94 

4.55 

.34 

.53 

12X28 

22 

2.52 


.15 


24X30 

10 

2.94 

4.55 

.38 

.58 

12X30 

20 

2.65 


. 17 


24X32 

10 

3.12 

4.70 

.40 

.60 

12 X 32 

19 

2.65 


. 18 


24X36 

9 

3.12 

4.70 

.44 

.67 

12X34 

18 

2.65 


. 19 


24X40 

8 

3.35 

5.05 

.55 

.81 

12X36 

17 

2.65 


.20 


26 X 26 

11 

2.94 

4.55 

.34 

.53 

12 X40 

15 

2.70 


.23 


26X28 

10 

2.94 

4.55 

.40 

.60 

14X 16 

32 

2 40 


. 10 


26X30 

9 

3.12 

4.70 

.44 

.67 

14X 18 

29 

2 40 


.11 


26X32 

9 

3.12 

4.70 

.45 

.68 

14X20 

26 

2.40 


.12 


26 X 34 

8 

3.12 

4.70 

.55 

.80 

14X22 

24 

2 52 


. 134 


26X36 

8 

3.35 

5.05 

.56 

.81 

14 v 24 

22 

2 52 


144 


26X38 

7 

3.35 

5.05 

.63 

.92 

14X26 

20 

2 52 


. 16' 


26X40 

7 

3.35 

5.05 

.64 

.93 

14X28 

19 

2.65 


. 18 


28X28 

9 

3.12 

4.70 

.44 

.66 

14X30 

17 

2 65 


.20 


28X30 

9 

3.12 

4.70 

.45 

.67 

14X32 

16 

2 65 


.21 


28X32 

8 

3.12 

4.70 

.55 

.80 

14X34 

15 

2.65 


.23 


28X34 

8 

3.35 

5.05 

.56 

.81 

14X36 

14 

2 65 


.24 


28X36 

7 

3.35 

5.05 

.63 

.92 

14 v 40 

13 

2 70 


.27 


28X38 

7 

3.35 

5.05 

.64 

.93 

16X20 

23 

2.70 

$4.10 

. 14 

$0.23 

28X40 

7 

3.35 

5.05 

.65 

.94 

16X24 

19 

2.70 

4.10 

.17 

.28 

30 X 30 

8 

3.35 

5.05 

. 55 

.81 

16X26 

17 

2.86 

4.45 

.20 

.34 

30X32 

7 

3.35 

5.05 

.63 

.92 

16X28 

16 

2.86 

4.45 

.21 

.36. 

30 X 34 

7 

3.35 

5.05 

. 64 

.93 

16X30 

15 

2.85 

4.45 

.24 

.38 

30 X 36 

7 

3.35 

5.05 

.65 

.94 

IfiY 

11 


4 70 


.54 

30X40 

6 


5.05 

. 65 

1 .07 

i ft v 44 

10 


4 70 


.60 

30 X 44 

6 


5.52 


1.18 

18X20 

20 

2.70 

4.10 

.22 

.26 

30X48 

5 


5.52 


1.42 

18X22 

18 

2.85 

4.45 

.20 

.32 

32X32 

7 


5.04 

. 

.92 

18X24 

17 

2.85 

4.45 

.22 

.34 

32 X 34 

7 


5.04 


.93 

18X26 

16 

2.85 

4.45 

.23 

.36 

32X36 

6 


5.04 

. 

1.07 

18X28 

14 

2.85 

4.45 

.26 

.41 

32X40 

6 


5.52 

. 

1.18 

Y44 

5 


5 52 


1 42 

40X46 

4 


6.00 


1.92 

99 V 4k 

5 


5 52 


1.43 

40X48 

4 


6.00 


1.93 

9A V 4.0 

6 


5 52 


1.18 

40X50 

4 


6.00 


1.94 

94 V 44 

5 


5 52 


1.42 

44X44 

4 


6.60 


2.12 

94 V 4ft 

5 


5 64 


1.45 

44X46 

4 


6.60 


2.13 

9ft V ftft 

5 


5 52 


1.18 

44X48 

3 


6.75 


2.87 

9ft V 40 

5 


5 52 


1.42 

44X50 

3 


6.75 


2.88 

9ft V 44 

5 


5 52 


1.43 

46X48 

3 


6.75 


2.87 

9ft V 4ft 

4 


5 64 


1.81 

48X48 

3 


7.90 


3.38 

40 V 40 

5 


5 52 


1.42 

48X50 

3 


7.90 


3.39 

40X44 

4 


5.64 


1.81 

50X56 

3 


9.60 


4.11 






















































































































































504 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE 2 

Price List of Common Window Glass 


SINGLE 

Sizes 

DOUBLE 

SINGLE 

Sizes 

DOUBLE 

AA 

A 

B 

AA 

A 

B 

AA 

A 

B 

AA 

A 

B 


30 


25 


24 

6x8 


39 


34 


33 

6 

25 

5 

56 

5 

00 

22x36 

8 

89 

7 

92 

7 

30 


69 


59 


56 

8x14 


90 


80 


76 

8 

58 

7 

77 

6 

97 

44 

12 

15 

10 

90 

10 

00 

1 

02 


87 


83 

20 

i 

39 

i 

24 

1 

16 







» 60 

18 

63 

17 

00 

15 

50 


73 


62 


60 

10x12 


96 


85 


81 







& 80 

30 

40 

27 

90 

25 

79 

1 

02 


87 


84 

16 

i 

39 

i 

24 

1 

17 

4 

43 

3 

86 

3 

59 

24x24 

6 

36 

5 

68 

5 

32 

1 

53 

1 

30 

1 

25 

24 

2 

09 

i 

86 

1 

75 

5 

00 

4 

32 

3 

98 

28 

7 

11 

6 

37 

5 

92 

2 

66 

2 

31 

2 

16 

36 

3 

82 

3 

41 

3 

19 

7 

04 

6 

25 

5 

63 

36 

10 

00 

8 

91 

8 

21 

3 

44 

2 

97 

2 

74 

44 

4 

89 

4 

38 

4 

07 

11 

25 

10 

32 

9 

07 

48 

15 

21 

13 

86 

12 

61 


80 


68 


65 

11x12 

i 

04 


93 


88 







62 

19 

63 

18 

00 

16 

63 

1 

39 

1 

18 

1 

14 

20 

1 

90 

1 

69 

1 

60 







72 

29 

07 

26 

57 

25 

00 


88 


75 


72 

12x12 

1 

15 

i 

02 


97 







82 

38 

58 

35 

72 

33 

31 

1 

21 

1 

02 


99 

16 

i 

65 

i 

47 

1 

39 







88 

43 

31 

39 

47 

37 

15 

1 

53 

1 

30 

1 

25 

20 

2 

09 

i 

86 

1 

75 

5 

00 

4 

32 

3 

98 

26x26 

7 

11 

6 

37 

5 

92 

3 

67 

3 

17 

2 

92 

40 

5 

21 

4 

67 

4 

34 

11 

25 

10 

32 

9 

07 

48 

15 

21 

13 

86 

12 

61 

7 

13 

6 

57 

5 

88 

60 

9 

32 

8 

50 

7 

75 







60 

19 

63 

18 

00 

16 

63 

1 

24 

1 

05 

1 

02 

14x14 

1 

70 

1 

51 

1 

43 







66 

25 

00 

22 

82 

21 

25 

2 

96 

2 

58 

2 

40 

28 

4 

24 

3 

79 

3 

55 

6 

25 

5 

56 

5 

00 

28x28 

8 

89 

7 

92 

7 

30 

3 

80 

3 

31 

3 

09 

36 

5 

45 

4 

87 

4 

56 

7 

50 

6 

80 

6 

10 

32 

10 

63 

9 

54 

8 

75 

6 

00 

5 

44 

4 

88 

52 

8 

50 

7 

63 

7 

00 

13 

50 

12 

38 

10 

88 

48 

18 

25 

16 

63 

15 

13 

7 

92 

7 

30 

6 

53 

60 

10 

35 

9 

44 

8 

61 







58 

24 

54 

22 

50 

20 

79 

1 

63 

1 

39 

1 

34 

16x16 

2 

24 

1 

99 

1 

88 







74 

34 

74 

31 

88 

29 

47 

2 

12 

1 

80 

1 

69 

20 

2 

99 

2 

64 

2 

42 

7 

50 

6 

80 

6 

10 

30x30 

10 

63 

9 

54 

8 

75 

3 

55 

3 

09 

2 

88 

30 

5 

09 

4 

55 

4 

25 

13 

50 

12 

38 

10 

88 

48 

18 

25 

16 

63 

15 

13 

4 

23 

3 

65 

3 

37 

36 

6 

01 

5 

39 

5 

00 







62 

25 

00 

22 

82 

21 

25 

6 

67 

6 

05 

5 

42 

48 

9 

44 

8 

48 

7 

78 







70 

38 

75 

35 

42 

33 

33 







60 

11 

65 

10 

63 

9 

69 

8 

58 

7 

77 

6 

97 

32x32 

12 

15 

10 

90 

10 

00 







72 

16 

36 

15 

00 

13 

86 

10 

00 

9 

07 

8 

13 

36 

14 

17 

12 

71 

11 

67 

2 

22 

1 

88 

i 

77 

18x18 

3 

13 

2 

76 

2 

53 

13 

50 

12 

38 

10 

88 

42 

18 

25 

16 

63 

15 

13 

3 

80 

3 

31 

3 

09 

28 

5 

45 

4 

87 

4 

56 







32x60 

25 

00 

22 

82 

21 

25 

4 

09 

3 

56 

3 

32 

32 

5 

87 

5 

25 

4 

91 







70 

40 

53 

37 

19 

34 

38 

5 

00 

4 

32 

3 

98 

36 

7 

11 

6 

37 

5 

92 







84 

71 

25 

64 

63 

61 

25 

7 

50 

6 

80 

6 

10 

48 

10 

63 

9 

54 

8 

75 

11 

25 

10 

32 

9 

07 

36 

15 

21 

13 

86 

12 

61 







64 

15 

53 

14 

17 

12 

92 

13 

50 

12 

38 

10 

88 

40 

18 

25 

16 

63 

15 

13 

2 

96 

2 

58 

2 

40 

20x20 

4 

24 

3 

79 

3 

55 

17 

82 

16 

41 

14 

69 

48 

23 

29 

21 

25 

19 

38 

o 

u 

55 

3 

09 

2 

88 

24 

5 

09 

4 

55 

4 

25 







52 

24 

54 

22 

50 

20 

79 

ft 

00 

4 

32 

3 

98 

32 

7 

11 

6 

37 

5 

92 







68 

40 

53 

37 

19 

34 

38 

7 

50 

6 

80 

6 

10 

44 

10 

63 

9 

54 

8 

75 







78 

60 

63 

55 

25 

52 

00 







56 

15 

53 

14 

17 

12 

92 







86 

71 

25 

64 

63 

61 

25 







72 

20 

00 

18 

25 

17 

00 

13 

50 

12 

38 

10 

88 

40 

18 

25 

16 

63 

15 

13 







82 

27 

02 

24 

80 

22 

92 

13 

50 

12 

38 

10 

88 

44 

18 

25 

16 

63 

15 

13 

3 

55 

3 

09 

2 

88 

22x22 

5 

09 

4 

55 

4 

25 

17 

82 

16 

41 

14 

69 

48 

23 

29 

21 

25 

19 

38 

4 

43 

3 

86 

3 

60 

28 

6 

36 

5 

68 

5 

32 















Sizes 

DOUBLE 

Sizes 

DOUBLE 

Sizes 

DOUBLE 

AA 

A 

B 

AA 

A 

B 

AA 

A 

B 

36x52 

24 54 

22 50 

20 

79 

42x48 

26 

99 

24 

75 

22 

87 

50x60 

59 

40 

55 

00 

51 

29 

60 

38 75 

35 42 

33 

33 

60 

44 

58 

40 

92 

37 

82 

66 

97 

88 

88 

87 

84 

23 

70 

45 00 

41 67 

38 

86 

80 

107 

25 

98 

15 

93 

50 

52x52 

53 

49 

49 

09 

45 38 

80 

71 25 

64 63 

61 

25 

44x44 

26 

99 

24 

75 

22 

87 

60 

66 

69 

60 

78 

57 

20 

38x38 

18 25 

16 63 

15 

13 

48 

36 

68 

33 

47 

31 

18 

70 

107 

25 

98 

15 

93 

50 

48 

24 54 

22 50 

20 

79 

68 

66 

69 

60 

78 

57 

20 

54x54 

78 

38 

71 

09 

67 

38 

60 

38 75 

35 42 

33 

33 

70 

66 

69 

60 

78 

57 

20 

60 

97 

98 

88 

87 

84 

23 

70 

54 00 

50 00 

46 

63 

46x46 

36 

68 

33 

47 

31 

18 

70 

107 

25 

98 

15 

93 

50 

80 

71 25 

64 63 

61 

25 

60 

59 

40 

55 

00 

51 

29 

56x56 

78 

38 

71 

09 

67 

38 

40x40 

18 25 

16 63 

15 

13 

76 

107 

25 

98 

15 

93 

50 

66 

107 

25 

98 

15 

93 

50 

52 

25 00 

22 82 

21 

25 

48x48 

42 

63 

38 

97 

36 

68 

58x58 

97 

98 

88 

87 

84 

23 

62 

40 53 

37 19 

34 

38 

60 

59 

40 

55 

00 

51 

29 

72 

155 

38 

143 

24 

137 

05 

72 

60 63 

55 25 

52 

00 

72 

97 

98 

88 

87 

84 

23 

60x60 

97 

98 

88 

87 

84 

23 

42x42 

25 62 

23 39 

21 

33 

50x50 

42 

63 

38 

97 

36 

68 

70 

155 

38 

143 

24 

137 05 

































































GLASS 


505 


Setting. For an ordinary store front, wood construction, 21 ft 
wide by the common height, allow 12 hours in all for setting the 
plate glass. _ Laborers can do most of the work, so that a figure of 
$1 per hour is safe. This would include hauling for a short distance, 
usually done by auto truck. For a metal front double this allow¬ 
ance. For some kinds of fronts twice as long would be taken. 
The largest lights used are in Omaha—about 24 ft long by the 
regular height. One broke in setting, and two since setting. Special 
work of this kind has to have a special allowance. 

On the basis of 50^ per hour allow 7^ each for ordinary house 
lights and 10^ if wood stops are used. For metal frames allow 15^. 
On a basis of 40j£ labor 20,000 lights were set and puttied for 1§)£ 
each, or 27 lights per hour. For large cottage lights, in lower sash 
usually, allow 5 to 6 per hour for 1 man. So far as valuation is 
concerned, most common glass comes already set from the mill, 
and it is a case of using the ordinary lists. 

Plate Glass List. The sizes are given in inches. Sufficient 
sizes are given from the standard list for ordinary use. The 1923 
discount is 75 per cent, or one-fourth of list prices is net: in some 
places, 80. Local discount should be found. A square foot price 
cannot be set: the variation is too great. Glazing is usually set at 
10 per cent of the glass price. It is not merely the labor that has 
to be considered, but risk and insurance. 


A 

Width 

rG 

bfi 

Width 

C 






a 





o 

l-q 

6 

7 

8 

9 

10 

o 

i-l 

12 

14 

16 

18 

12 

1.25 

1.45 

2.00 

2.25 

2.50 

24 

7.00 

8.75 

10.00 

12.00 

24 

2.50 

4.10 

4.65 

5.25 

5.85 

36 

12.00 

14.90 

17.00 

20.25 

36 

5.25 

6.15 

7.00 

8.45 

9.40 

48 

17.00 

21.00 

25.40 

28.50 

48 

7.00 

8.75 

10.00 

12.00 

14.15 

60 

22.50 

27.80 

32.70 

37.20 

60 

9.40 

11.65 

14.15 

15.95 

18.75 

72 

28.50 

34.30 

39.60 

47.30 

72 

14.25 

17.15 

19.80 

23.65 

26.25 

84 

34.30 

42.50 

48.60 

54.60 

84 

17.15 

21.25 

24.30 

27.30 

30.35 

96 

39.60 

48.60 

55.50 

62.40 


A 

-«-> 

Width 

M 

Width 







d 






QJ 

20 

22 

24 

26 

28 

V 

1-1 

30 

32 

34 

36 

38 

28 

16.55 

19.25 

21.00 

24.10 

25.90 

36 

37.20 

39.60 

44.20 

48.20 


40 

26.40 

30.00 

32.70 

35.80 

38.50 

60 

66.90 

69.40 

75.10 

80.30 

84.00 

52 

35.80 

39.40 

46.40 

48.90 

52.60 

80 

89.20 

95.20 

103.00 

109.00 

116.00 

64 

46.70 

51.40 

57.10 

60.10 

64.80 

98 

112 

119 

127 

134 

145 

84 

60.70 

66.80 

74.90 

80.40 

87.40 

120 

139 

150 

159 

168 

178 

100 

'72.30 

81.00 

89.20 

98.50 

106.00 











































506 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Length 

Width 

Length 

Width 

40 

42 

44 

46 

48 

50 

52 

54 

56 

58 

60 

89.20 


93.70 

100 

105 

111 

60 

114 

119 

123 

128 

132 

72 

111 

115 

120 

126 

131 

84 

164 

170 

182 

183 

190 

100 

156 

164 

172 

179 

187 

100 

195 

203 

210 

218 

226 

120 

187 

196 

206 

215 

224 

120 

234 

243 

252 

262 

271 

140 

228 

239 

251 

262 

273 

180 

485 

504 

524 

543 

562 



Width 

Length 

Width 

jueugtii 














60 


62 

64 

66 

68 


70 

72 

74 

76 

78 

68 


159 


164 

170 

175 

180 

80 

218 

227 

231 

237 

246 

84 


202 


203 

210 

222 

223 

96 

262 

276 

277 

304 

312 

108 


252 


261 

269 

278 

306 

108 

315 

324 

333 

342 

351 

120 


280 


310 

320 

330 

340 

132 

385 

396 

407 

418 

429 

144 


372 


385 

397 

410 

422 

180 

679 

698 

717 

737 

756 


Length 

Width 

Length 

Width 

130 

132 

134 

136 

138 

140 

142 

144 

136 

1,167 

1,185 

1,203 

1,221 

144 

1,587 

1,610 

1,704 

1,728 

148 

1,537 

1,561 

1,584 

1,608 

160 

2,147 

2,178 

2,209 

2,240 

160 

1,734 

1,760 

1,787 

2,116 

172 

3,132 

3,178 

3,223 

3,268 

172 

2,174 

2,208 

3,042 

3,087 

180 

3,278 

3,325 

3,373 

3,420 

210 

3,792 

3,850 

3,909 

3,967 

200 

3,834 

3,889 

3,945 

4,000 


Price per Plate for Beveling 


U nited, 
inches 

Size of bevel 

\ in 

f in 

1 in 

11 in 

If in 

If in 

2 in 

30 

$1.94 

$2.24 

$2.98 

$ 3.58 

$ 4.32 

$ 4.92 

$ 5.52 

50 

3.34 

3.84 

5.20 

6.18 

7.52 

8.52 

9.52 

80 

.... 

9.62 

11.22 

13.18 

15.08 

17.08 

19.08 

120 

.... 


24.00 

28.82 

33.64 

38.46 

43.28 

150 

.... 

.... 

45.00 

54.00 

63.00 

72.00 

81.00 

180 

.... 

.... 

.... 

129.76 

151.32 

172.88 

194.44 


For 2Hn bevel add | in to 2 in; 2|-m, add J in; 2f-in, add 
1 in; 3-in, add § in. Discount the beveling table same as plate 
glass one. 












































































CHAPTER XIV 


SHEET METAL WORK 


(A reasonable profit is included unless otherwise mentioned.) 

The first two tables are given as an aid to getting original cost in 
such years as 1910 to 1913—and 1913 is the U. S. base year at 100. 
The prices are: 20"X28" IC, per box, $10; IX, $13; IC Old 
Style, $14; IX Old Style, $17. 


Itemized Actual Cost of a Square of Tin Roofing 



IC 

IX 

IC 

IX 


Common 

Common 

Old style 

Old style 

29 sheets, 20X28. 

$2.59 

$3.37 

$3.63 

$4.41 

5 lbs solder. 

1.30 

1.30 

1.30 

1.30 

Charcoal and rosin. 

.25 

.25 

.25 

.25 

Nails. 

.07 

.07 

.07 

.07 

Labor. 

1.60 

1.60 

1.60 

1.60 

Paint on under side, one coat.... 

.40 

.40 

.40 

.40 

Drayage. 

.15 

.15 

.15 

.15 

Actual cost. 

$6.36 

$7.14 

$7.40 

$8.18 

With contractor’s profit, shop 





rent, tools, etc., 20 per cent.. 

7.65 

8.57 

8.88 

9.82 


IC 

IX 

IC 

IX 


Common 

Common 

Old style 

Old style 

63 sheets, 14X20. 

$2.77 

$3.60 

$3.87 

$4.70 

lbs solder. 

1.95 

1.95 

1.95 

1.95 

Charcoal and rosin. 

.40 

.40 

.40 

.40 

Nails. 

.10 

.10 

.10 

.10 

Labor. 

2.30 

2.30 

2.30 

2.30 

Paint, one side. 

.40 

.40 

.40 

.40 

Drayage. 

.15 

.15 

.15 

.15 

Actual cost.. 

$8.07 

$8.90 

$9.17 

$10.00 

With contractor’s profit. 

9.68 

10.68 

11.00 

12.00 


507 






































508 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Two tables follow for high years, as 1919 and 1923, and the 
prices upon which they are based are 20" X28" IC Common, $20; 
same, IX, $23; same, IC Old Style, $23; same, IX Old Style, $25. 
Any local or period prices can be filled in by proportion. 


Itemized Actual Cost of a Square of 20"X28" Tin Roofing 



IC 

Common 

IX 

Common 

IC 

Old style 

IX 

Old style 

29 sheets, 20"X28". 

$5.18 

$5.96 

$5.96 

$6.47 

5 lbs solder at 60j£. 

3.00 

3.00 

3.00 

3.00 

Charcoal and rosin at 50^. 

.50 

.50 

.50 

.50 

Nails. 

.15 

.15 

.15 

.15 

Labor, 5 hours at $1. 

5.00 

5.00 

5.00 

5.00 

Paint on under side, one coat.... 

1.00 

1.00 

1.00 

1.00 

Drayage. 

.25 

.25 

.25 

.25 

Actual cost. 

With contractor’s profit, shop 
rent, tools, etc. (see Over¬ 
head), 25 per cent. 

$15.08 

$15.86 

$15.86 

$16.37 

18.85 

19.82 

19.82 

20.46 


Itemized Actual Cost of a Square of 14"X20" Tin Roofing 



IC 

Common 

IX 

Common 

IC 

Old style 

IX 

Old style 

62 sheets, 14"X20". 

$5.54 

4.50 

$6.37 

$6.37 

$6.92 

4.50 

lbs solder at 60^. 

4.50 

4.50 

Charcoal and rosin. 

.80 

.80 

.80 

.80 

Nails. 

.20 

.20 

.20 

.20 

Labor, 7 hours at $1. 

7.00 

7.00 

7.00 

7.00 

Paint, one side. 

1.00 

1.00 

1.00 

1.00 

Drayage. 

.25 

.25 

.25 

.25 


Actual cost. 

$19.29 

24.11 

$20.12 

$20.12 

25.15 

$20.67 

25.84 

With contractor’s profit, 25% 

25.15 


Standing Seam. Sheets 20"X28". These standing seams do 
not require soldering, but more tin is used to make the lap. Deduct 


































SHEET METAL WORK 


509 


about SI.50 per square from the 20"X28" list. Quantity, 31 
sheets with seams on narrow edge, and 32 on long edge. 

Galvanized Iron. The standard quality is No. 26. If there is 
no specification, 26 is always understood. The lower numbers are 
heavier: No. 22, for example, is heavier than 26. A 1906 price 
for hundreds of squares of 26 was $8.60 laid complete. 


For One Square of No. 26—1910-1913 


Galvanized iron (including waste). $4.00 

Solder.80 

Charcoal and rosin. .15 

Nails.05 

Paint on under side, one coat. .40 

Drayage. .15 

Labor. 1.00 


Actual cost..*. $6.55 

With profit, 20%. 1.30 


$7.85 


For One Square of No. 26 Galvanized Iron— 1919-1923; 

Not 1920 

Galvanized iron (including waste), 105 sq ft = 95 lbs, 10?L .. $9.50 


Solder, 3 lbs at 60^.r. 1.80 

Charcoal and rosin. .30 

Nails.10 

Paint on under side, one coat. 1.00 

Drayage.25 

Labor, 4 hours at $1. 4.00 


Actual cost. $16.95 

With profit, 25%. 4.25 


$21.20 


No. 22 is worth $2 per square more than No. 26. 

For corrugated galvanized iron allow about same price, rather 
less than more. 

For black sheets the cost is about $2 per 100 lbs less than for 
galvanized. 























510 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Cost Table Including Profit Work Set in Place—1923 

Flashing, gutters, downspouts, are now usually made of galvanized 
iron instead of tin, but in most cases the following prices will serve 
for both: 

Plain Flashing. For No. 26 galvanized iron 14 in wide, 35^ per 
linear foot; 20 in, 50j£; 28 in, 62^; No. 24 same widths, 38j£; 22 in, 
670 For counterflashing—9 in and 9 in—50^. For wide long 
flashing of No. 26, 25^ per square foot; for No. 24, 300 Around 
chimneys, etc., two to three times these prices. Copper flashing 
costs per square foot about 600 but copper often changes in price. 

No. 22 galvanized iron costs about 130 24, 120; 26, which is the 
kind usually specified, is about 10j£ per square foot. Zinc, which is 
occasionally used, runs to 13^ per square foot. Copper, 30. Ma¬ 
terial only. 

Gutters. Allow 30 per inch of girth per foot for gutters hung in 
place. For lined gutters, 20^ to 25^ per square foot of material 
used. 

Downspouts. For 2-in, 20^ per foot; 3-in,. 250; 4-in, 350; 5-in, 
450 6-in, 500; all corrugated. 

Finials. They may be had at $5 or $40, and even beyond. A 
plain one about 3 or 4 ft high costs $10. 

Cresting. From 500 to $1 per linear foot. 

Low and High. As a general rule, shown in the itemized tables, 
the prices for low years are just about doubled for the high ones. 
For the items given—downspouts, etc.—an appraiser cannot go far 
w r rong if he cuts them in half for the low years. 


* Cornices 

A plain cornice 24 in deep on the plumb and 15-in projection, with 
complete girth of 72 in, including part under slate, cost $2.16 per 
1 inear foot set. This is exactly 3^ per inch of girth of No. 26 galvan¬ 
ized iron for 450 ft. 

Price. For a general rule take the girth of a galvanized iron 
cornice and allow 3j£ per inch per foot long set in place. Thus if 
the front measured 36 in following the curve of all moldings, and 
the distance back to the wall was 14 in with an allowance of 3 in 
each into wall for top and bottom, the price would be $1.68 per 
linear foot. This includes the straight work only. Add end- 
trusses, dentils, brackets, and all extra work. There is an endless 
variety of ornamental work which has to be priced according to 
detail. The foregoing price includes setting. No. 26 iron is 
standard. The price of several sizes is here given without setting. 
The plumb height is taken, not the width of the metal. 


SHEET METAL WORK 


511 


Height 

Projection 

Price per foot 

Height 

Projection 

Price per foot 

26 

12 

$0.80 

24 

10 

$0.60 

24 

12 

.80 

24 

12 

.70 

26 

12 

1.50 

28 

14 

1.60 

28 

15 

.80 

.30 

15 

2.00 

36 

15 

1.70 

36 

20 

1.50 

48 

24 

3.60 

32 

14 

1.20 

44 

20 

3.00 

48 

24 

4.40 

40 

24 

2.70 

48 

26 

3.70 

36 

24 

2.60 

45 

24 

3.00 

60 

30 

6.50 

60 

26 

4.70 

84 

36 

7.00 





These prices include brackets, dentils, etc., but no end trusses. 
Ends run from $4 to $14. Miters are extra, ranging from $3 to $6; 
a miter is usually put on same price as 12 in of straight cornice. 
Pediments are extra and may run from $10 to $20. Ordinary letters 
are extra at 50^ each. If the girth system is taken and dentils, etc., 
added, the price has to be set for each item. A dentil may cost from 
50^ to 70^; egg and dart molding, 30 to 60j£ per foot. A bracket 
according to size and detail, from $1 to $2; balusters, 4"X4"X24", 
$1.50; medallions, $1.20 per foot. Urns cost from $6 to $25. 
Crown and belt moldings from 15^ to 50j4 without setting, but it is 
possible to make them cost several times as much. In all cornice 
makers’ work detail is of vital importance. 

Labor. Setting of cornices, 35^ to $1 per linear foot, at $1 per 
hour. 

Half. A 1913 cost of the foregoing cornices cuts the prices in 
half. 

Copper, 1923 

The cornices of Nos. 3, 5, and 6 are of copper, and the towers are 
covered with the same material; all the skylights of No. 7 are 
flashed with it. 

Kind of Material. 16-oz soft, 14-oz soft, 16-oz cold-rolled, 14-oz 
cold-rolled, 20-oz copper on sinks. 

Cornices. For copper cornices complete in place allow about 
$1.20 per square foot of actual material on straight work, and $1.80 
to $2.00 on curved. Labor on straight work, about 30^ per square 
foot. Take actual surface as if moldings, dentils, etc., were spread 
out flat. 

Gutters. For gutters allow $1 per square foot in place on straight 
work. 










512 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Conductors. For 4"X6" square, $1 per linear foot in place. 

Goosenecks. Price at $10 each. 

Conductor Heads. From $10 to $15. 

Siding Roofing. Pressed steel brick siding and rock-faced siding 
$7 per square for material; standing seam roofing and crimp roofing 
of the same material, $6.75 to $8. The labor runs on an average 
from 9 to 12 squares for one man and helper in 8 hours. 

Heavy Pipes. For heavy iron, about No. 16 to 18, and 4-in to 
12-in diameter, allow 25^ per pound in place. Labor 10^ per pound 
on a basis of wages at $1 for tradesman and 60^ per hour for laborer. 
Based on a 60,000-lb contract. 

Ornamental Shingles. There are so many styles that it is hard 
to set a standard as to cost or labor. Approximately, $9 per square 
for material. 

Measurement. Some manufacturers send enough to lay a square 
while others instruct the contractor to allow from 4 to 6 per cent, 
extra per square. 

For 14"X20" sheets, 68 to square; for 10”X14" sheets, 148 to 
square; for 7"X10" sheets, 319 to square. 

Labor. For the small shingles, like the 7 X10, give same allowance 
as for wood shingles, see Index. For large sheets allow 8 to 10 
squares for 2 men in 8 hours on plain work, and 6 to 7 on cut-up. 

Window and Door Caps. Of ordinary length, $5 to $10; with 
pediments, $10 to $12. 

Copper Eagles. Five-feet spread, $150; 3-ft, $110; zinc eagles, 
30 per cent less. 

From “Cornices” to “Eagles” cut the prices in half for the low- 
priced years. 


One-quarter-inch Glazed Ordinary Skylights of No. 26 
Galvanized Iron Set, 1919-1923 


Size of ceiling hole in feet 

Gable style 

Single slope 

Hip or 4-slope 

2X 4. 

$8.00 

$7.00 

$12.00 

2X 6. 

12.00 

11.00 

17.00 

3X 4. 

12.00 

11.00 

17.00 

4X 6. 

22.00 

20.00 

28.00 

5X 8. 

35.00 

30.00 

42.00 

6X 8. 

42.00 

35.00 

52.00 

8X10. 

70.00 

60.00 

87.00 

8X14. 

100.00 

90.00 

125.00 

10X12. 

100.00 

90.00 

125.00 

10X16. 

125.00 

100.00 

150.00 


















SHEET METAL WORK 


513 


Some contractors charge as much for single slope as for gable style. 

For a copper skylight of average size double pitch roof, $2 per 
square foot of area of roof curb; for single pitch, $1.75. 

Large Skylights 

The following figures are based on installations of more than 
200,000 sq ft on large shops. The weight, including glass, is about 
8 lbs to the square foot. The 1923 setting price, about 20^, to be 
cut in half for 1913. The following costs are given with setting in¬ 
cluded. 

No. 1 Style. For steel channels, copper caps, and roofing glass, 
$1.25 per square foot, 1919-23 rates; 1910-13 basis, 55j£. Glass is 
unwired. In some building codes skylight glass above elevator 
shafts must not be of the wire kind, but plain, so that perhaps it 
may be broken to let the smoke out. There are makers, however, 
who use wire glass for shop work. Also some who set their high 
figure at $1.50 per square foot complete, with copper work for caps 
and flashing. 

Saw-tooth roofs with copper, $1.10 per square foot. 

For large skylights with galvanized ribs and flashing, and putty 
joints, 75?f per square foot, and 35^ for low-priced years. On 10,000 
sq ft, ribs 18-in centers, 2,400 lbs of putty were used. The steel- 
ribbed skylights have no putty. 

Sash operators for the clearstory or monitor sash, 85j£ to 95j£ per 
linear foot, 1923, and $25 to $30 for each station. Erection extra, 
45j£ per linear foot. 

Painting has to be allowed extra on the galvanized iron work 
while copper does not require it. 

Wire guards below the skylight cost from 50^ to 70^ per square foot 
in place, running from No. 14 wire to No. 10, the heaviest, 1923. 
Standard is No. 11, 1^-in mesh, 60j£ Unwired glass may be broken 
with flying bolts, heavy hail, etc., and injure men. 

Ventilators 

For 2-in to 3-2-in, $1.50; 4^-in to 5^-in, $2.85; 6-in to 7-in, $3.40 
to $4; 8-in to 11-in, $4.65 to $6; 12-in and 13-in, $6.75 to $9; 
14-in to 16-in, $13 to $20; all Globe, complete, 1923. 


514 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Metal Ceilings 

(The Berger Company, Canton, Ohio) 

Prices. Of seven 1923 models, the price per square ran from $8.10 
to $8.55. Four were $8.10; one, $8.25; one, $8.50; and one, $8.55. 
Special nails, lOjzf per square extra. 

This is on the basis of five squares or more f o b at Canton. In 
the lists there is a difference made of from $1.30 to $2.20 for quan¬ 
tities, a room 20'X60' costing this much less per square than one 
12'X15', and graduated to sizes between. 

Weight. About 65 lbs per square crated for shipment. 

Labor. The Berger experience shows that one erector and one 
helper can put up from 4 to 5 squares of any of the designs given 
here in a day of nine hours, providing that the space is not broken up 
by numerous beams and projections. No scaffold or painting in¬ 
cluded, except shop coat. But 3 to 4 squares is a fair allowance. 
On large rooms and plain work, 6 to 7. 

Furring. Allow extra. See Index. 

Plates and Panels. They are usually about 24"X24", but on 
cheap grades are also sent 96 in long. 

Price per Square 


Plates..... $8.50 

Labor, 4 squares, 1 man, 8 hours @ $1. 2.00 

Labor, 4 squares, 1 man, 8 hours @ 60^. 1.20 


$11.70 

Furring belongs to carpentry. If required, consult Index. Paint¬ 
ing 1 coat would add for the 11 yds in a square $2.50; for 2 coats, 
$4.40. But this is not properly a part of the metal work. Add 
profit and overhead. 

Measurement. The foregoing prices include an average cornice 
around the wall, so that for this estimate the surf between the 
walls is close enough. For an order the level part has to be taken, 
and cornices, coves, beams, corners, centers, etc., attended to by 
linear feet measurement or separately. 






CHAPTER XV 


ROOFING 

Gravel Roofing. In such years as from 1910 to 1913 a standard 
price for a good gravel roof was $5 per square, and various kinds 
ran down to as low as $3.50. The $5 one should be set at a 1923 
rate of $8.50 to $9, and the others in proportion downward to $6. 
Pnfit is included on a roof of fair size at these figures. The following 
tables give the 1923 cost without profit. Freight for a long distance 
changes figures—and also hauling. 

Net Cost of a Square of Barrett Composition Roofing on 

Boards 


Red rosin, dry sheet. 

1 \ rolls of felt. 

150 lbs pitch at $35 per ton. 

400 lbs gravel at $4.50 per ton. 

Nails and caps. 

Labor on basis of 4 squares per man in 8 hours: 

1 foreman, $1.20 per hour.*. . 

4 men $1 per hour. 


$ 0.20 
4.50 
2.62 
.90 
.18 


$0.48 \ 
1.60 J 


2.08 


$10.48 


. Net Cost of a Square of 4-ply Ordinary Composition Roof on 

Boards 


Red rosin dry sheet. $ -20 

3 sheets of felt mopped at joints only, 1 roll. 3.00 

80 lbs composition at $35 per ton. 1A0 

Nails and caps. -18 

Gravel. 90 

Labor on basis of 7 squares per man per day. 1 • 19 


$6.87 


515 

















516 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Net Cost of a Square of 5-ply Good Composition Roof on 


Boards 

Red rosin dry sheet. $ .20 

4 sheets of felt, If roll. 4.00 

125 lbs composition mopped all over sheets. 2.19 

Gravel.90 

Nails and caps. .18 

Labor on basis of 5f squares per man per day. 1.52 


$8.99 

Prepared Roofing. There are scores of different kinds, and prices 
are hard to set. The best ones are high priced, and many of the 
other qualities are not worth putting on a roof, for labor costs as 
much on a cheap brand as on the best. 

Carey roofing is an excellent covering. The raw material costs 
from $5 to $5.75 per 108 sq ft, according to freight, etc. Allow 
1 f square per man per hour on plain work. 

Ruberoid, 3-ply, costs $3 to $4.25 per 108 sq ft, which is the 
standard allowance for 100, or 1 square, the extra being allowed for 
laps and waste. On this allow If square per man per hour. There 
are also 2-ply and 1-ply ruberoid coverings. 

These prices give a fair idea of the good class of patented roofing 
materials, and $3 per square may be said to be as low as any material 
should be bought at. This is close enough for a valuation, as no 
one can tell from an old roof how many plies have been used. A 
dozen of Barrett prepared roofings run from $2.75 to $4 per square 
unlaid. 

Some roofs are so plain and long that almost twice as many squares 
can be laid as on an ordinary structure. Allowance can be made 
for this. All material, such as nails and paste, comes in the 108 
square feet at the price set per square. 


Slate Roofs, Material: 1923 Prices 

The size regulates the price to some extent. The larger slates, 
as a rule, cost more than the smaller. 

Genuine Bangor, No. 1 certificate, price at quarries, from $9 to 
$11 per square. 

Bangor Ribbon, certificated, as the first is also, $8 per square. 
Jackson Bangor; Albion Bangor, $7.50 to $9. 

Gray Slate, $8 to $9 per square. 

Franklin Tunnel, No. 1, $6 for the smaller sizes, and $7.50 to $8.50 
for the larger. 

Slatington, Big Bend A. Per square, $7 to $8. 









ROOFING 


517 


Birmingham, Va. Blue black. For the smaller sizes, 7"X12", 
6"X10", etc., $7.50. Larger sizes, $10 to $11. An unfading slate. 

The foregoing figures are high enough to include punching, which 
costs about 15^ per square for the large slate, 20j£ for the medium, 
and 30^ for the small. Drilling, 45^ to 90^ per square. 

Full ^ in thick costs 50j t per square extra, and full f in, $2.50. 

Webb Bangor. Per square for small sizes, $6; large sizes, $8 to 
$9. With certificate. 

Peach Bottom, No. 1, certificate, $9.50 to $11.50 per square. 

Monson, Maine, ^ in, $11; £ in, $14; f in, $20. 

Red and Mottled Red. Small sizes, 6", 7", 8"X10", $13; 6'' 
to 10"X12", $17; various widths by 14", 16", 18", 20" long, $20. 

Sea Green, No. 1. Small sizes, $5 to $6; large, $6.50 to $7.50. 

Unfading Green, No. 1. Per square, $11 to $13. ys in, S15; 
£ in, $19. 

TABLE 1 
Slate Data 


Size 

of 

slate, 

inches 

Number 

in 

each 

square 

Exposed 
when laid 
and 

distance 
of lath, 
inches 

Nails to 
square, 

3d 

galvanized, 
lbs. ozs. 

Size 

of 

slate, 

inches 

Number 

in 

each 

square 

Exposed 
when laid 
and 

distance 
of lath, 
inches 

Nails to 
square, 

3d 

galvanized, 
lbs. ozs 

24X14 

98 

101 

1 

0 

16X10 

222 

6| 

2 

3 

22X12 

127 

9| 

1 

4 

16X 8 

277 

6^ 

2 

12 

20X12 

142 

8| 

1 

6 

14X8 

328 

5! 

3 

3 

18X12 

160 

7£ 

1 

9 

12 X 7 

457 

4£ 

4 

8 

18X10 

192 

n 

1 

14 

12 X 6 

534 

4£ 

5 

4 

18 X 9 

214 

7£ 

2 

1 







Freight. This depends largely upon distance. For 1,000 to 1,200 
miles it might run to $3.50 per square; to some points it might be 
only $1; to others, $6. 

Labor. On plain straight work with gables a fair average is 7 
squares per man, and sometimes 8. About 1 square per hour per 
man. Allow time on the basis of 13 hours of a slater to 8 of a 
laborer to attend him. On the same proportion the 8 hours means 
5 for a laborer. For 8 squares equals 8 hours for tradesman, add 
5 hours of laborer to get the cost at the local rate. At $1 and 60^ 
for laborer slater gets $8 and laborer $3, or $11 for 8 squares equals 
$1.38 per square. 

On some roofs with hips and valleys a day’s work for a slater is 
4 squares, or £ square per hour. On a complicated roof, covered 
with hips and valleys and dormers, in all 65 squares, 2 slaters laid 
3.6 squares per 8 hours, or 144 hours in all, but with 100 laborers’ 














518 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


hours. In this case the proportion is about 7 for tradesman and 5 
for laborer. All on No. 11. 

Round towers may be set at 1 to \ squares for 1 man in 8 hours, 
and half the ordinary time of a laborer. 

Hauling. This may have to be considered in an appraisal, and 
also the unloading. The hauling might be $1 per square, or twice 
as much in a country location. Allow 1 laborer’s hour per square 
for unloading. 

Nails. If of copper, allow 25ff per pound. See table for quantity. 
Small slate require more nails than large. In the table it may be 
seen that 1 lb may be enough for the galvanized nails, and more than 
5 for a small slate. 

With the quality of slate selected, the freight and hauling allowed, 
labor added and nails, the total is found. There may be a layer of 
paper at SI to $2 per square if waterproofed. Allow profit. 

Measurement. The roofer’s system is to get the actual area, but 
to add 1 ft extra for each linear foot of hips and valleys, also what 
the first course at eaves shows to the weather times length of eaves. 
No deduction is made for dormers, skylights, chimneys, etc., unless 
they measure more than 4 ft square, then half is allowed. If more 
than 8 ft square the whole is deducted. The standard lap is 3 in. 

Quick System. For an appraiser, especially, it is a slow and useless 
process to get the area of a roof in the common way. The following 
method is quick and safe, as nothing can be missed: 

Example. Take a house 30'X30' over walls, and 34'X34' clear 
out to gutter or cornice line and assume half pitch: 34'X34' = 
1,156 sq ft: 42% = 486 added = 1,642 sq ft, or 16£ squares, close 
enough. This takes in all possible surfaces except dormer cornices, 
etc., which really give a double roof surface, as the surface below 
them, on a line looking down, is already included. 

If there is a deck it is easily deducted. On a half-pitch roof, for 
example, 100 sq ft of deck means 142 sq ft less of pitched surface. 
The percentage should not be allowed on the area of the deck, 
whatever it is. 


Pitch 

Percentage to add 

Pitch 

Percentage to add 

One-half. 

42 

Three-eighths. . 

25 

One-third. 

20 

Five-eighths .. . 

60 

One-fourth .... 

12 

Three-fourths.. 

80 


This system gives net measurement, while a roofer’s rule or the 
trade system gives the extras already set forth. The price per 
square must be raised to suit the net system, and the material figures 
given are high enough to cover the difference. 














ROOFING 


519 


Blackboards 

The standard widths of slate blackboards are 3 ft, 3 ft 6 in, 4 ft, 
5 ft. The thickness is \ in to ^ in. The price runs from 35f£ per 
square foot on the narrowest to 45^ on the widest. Add freight, 60^ 
per hundredweight. Setting is worth 6^ per square foot. 

Tile Roofs 

Interlocking tile may be set at $32 per square laid with profit 
included. This on a plain roof; small surfaces, $36. Shingle tile, 
$34 on large surfaces and $37 on cut-up work. Towers and dormers, 
$60. Green tile run about $6 to $7 per square extra. Glass tile 
run to $1 each. These figures do not include strips to hold tile. 
See furring in Index. 

Tile Alone. The factory price may be $10 per square and it 
may be $20, without any extra allowance for green tile. Some kinds 
of interlocking tile may be had for $12 at the factory; hips, 35<£ 
per foot; ridging, 80^ per foot; finials, $.5 each for two-way, and 
75^ for each additional hip run. 

Labor. For interlocking or Spanish tile allow 1 to 11 squares per 
hour for 2 slaters and 1 laborer to attend them. Allow man to man 
on ordinary long straight work. On a shingle roof, 6 to 8 squares 
in 8 hours for the same force. On a roof like No. 11 , 4 squares 
for 2 men and 1 to help them. For towers and dormers, 2 squares. 

If wiring has to be done to rafters instead of nailing half to five- 
eighths the allowances already given are enough. Allow nails as 
for slate. 

Quantity. About 440 shingle tile are required to the square at 
an exposure of 5J in with tile \ 2 \ in long; at 5 in with 12-in tile, 480. 
Each tile requires 2 -nails, in, galvanized or copper. With 2 
nails and 10 per cent for waste the number is, for 480, 1,056, or less 
than 3 lbs to the square. No. 20 copper wire is used if wiring is done. 

Roofing Papers. All kinds and qualities are on the market. 
Ordinary paper may run to $1 for 500 sq ft, or $2 for waterproof for 
the same area. And insulating papers of the red rope kind run from 
$3 to $5 per 500 square feet. 

Some Varieties. The Barrett Tylike individual shingles, red or 
green, $9 per square; Everlasting, 4-in-l, $8.50. 

Flex-a-Tile, $7.50 per square. This is a Standard Asphalt shingle. 
Asphalt Giant, $9 at Chicago. The 4-in-l, $5 per square. 

Flintkote, Boston. Rex, 9"X14", $7. Same slate surfaced, $9. 

Neponset twin shingles, $10; American twin, $7.50. 

Johns-Manville Transite Asbestos shingle, 12 ,, X12", for diagonal 
work, $15.75 in gray. American method, $20 gray and $28 colored, 
all per square. The Colorblende, fob Chicago, is $33 per square. 
The colors are always more than the grays—red or brown, 12" X12" 


520 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


diagonal, for example, would be about $22, with gray at $15.75. 
Add about 27 per cent. 

When copper storm nails are used—160 per square—$1 extra is 
allowed per square. The ordinary allowance is from 1| to 2 lbs 
of nails. 

Keasbey & Mattison asbestos shingles are about the same price 
as the Johns-Manville ones. 

Truscon. The ordinary composition shingle is the same thickness 
all over, but the Truscon asbestos is made like the wood shingle, 
| in at top and ^g- in at bottom. This would seem to be an improve¬ 
ment. The size is 8" X16", laid 7 in to the weather, requiring 260 
shingles to the square. The weight is 700 lbs to square. The 1923 
price per square at Detroit was $31 for the gray and $36.40 for the 
colors. 

Shingles 

See Table G, Chapter XI, for labor on shingling, and Table 6 
for material at various prices for any kind of wood or composition. 
Table in Chap. XVI gives the nails required. This is sufficient for 
any valuation, if the right value can be placed upon the material. 
The following labor table is given for large composition shingles, 
and covers the field with the other. 


Composition Shingle Labor Table for 2 Men in 8 Hours 
American Style 






Cost per square at 

Description 

Size 

Number 

Squares 

$0.50 
per hour 

$0.70 
per hour 

Plain roofs. 

6X12 

3,840 

8 

$1.00 

$1.40 

n < < 

8X16 

3,120 

12 

.67 

.94 

Cut-up roofs. 

6X12 

2,700 

5.6 

1.43 

2.00 

n f< 

8X16 

2,200 

8.4 

.96 

1.34 

Plain sidewalls.... 

6X12 

2,300 

4.8 

1.67 

2.34 

f i ( 

8X16 

2,000 

7.7 

1.04 

1.46 

n ft 

6X12 

1,600 

3.4 

2.35 

3.30 

tf ft 

8X16 

1,500 

5.8 

1.38 

1.94 


French or Diagonal Style 


Plain roofs. 

12X12 

1,920 

12 

.67 

ii ft 

16X16 

1,300 

15 

.54 

Cut-up roofs. 

12X12 

1,350 

8.4 

.96 

tt tt 

16X16 

900 

10.4 

.77 

























ROOFING 


521 


Federal Cement Tile. An immense acreage of this covering has 
been used on industrial buildings. The tile is If in thick, and 12 
of them cover a square. The color is red. The price on the roof 
complete is $32 per square at Chicago. This does not include 
any glass tile. Add twice the price of regular wire glass to the 
ordinary tile. Get a special price on a large quantity. 

The Federal channel tile are used for long spans—from 5 ft to 
10 ft. Allow $36 complete on roof at Chicago. They weigh about 
20 lbs to the square foot. 

Gypsum Roofing Tile is another long-span covering. Weight, 
14 lbs. On roof complete, $40 per square. The labor on such 
long-span work is approximately 350 sq ft for 1 layer and If laborers— 
not that the laborer himself is cut in half here any more than else¬ 
where in the book on the f to If to 1 tradesman, but the time is so 
arranged. 

Canvas roofs cost from $20 to $30 per square, depending upon the 
quality of the material, all thoroughly painted and finished. 

Thatched Roofs. Find the cost of an ordinary roof and multiply 
this by 3 to 2—preferably 3—for the cost of a Tonawanda. 


CHAPTER XVI 




HARDWARE 

Nail Allowance by the Square 

3"X6" double-nailed to bearing at 4-ft centers allow 13 lbs of 
60d spikes. At 4 ft 6 in, 11^ lbs. At 5 ft, 10 lbs. 

3"X8', 4-ft centers, double-nailed, allow 9 lbs of 60d spikes. At 
4 ft 6 in, 8 lbs. At 5 ft, lbs. 

2" X6" floor, 5£-m face, allow 5 lbs of 20d spikes with single nailing 
and joists at 24-in centers. At 30-in centers, 4 lbs. At 36-in, 
3£ lbs. 

If the 2'X6" is to be nailed on the back double these quantities 
which are practically the same for grooved or square-edged material. 

2"X8", 7j-in face, with joists at 24-in allow 4 lbs. At 30-in 
centers, 3 j lbs. At 36-in centers, 2f lbs. If nailing on both edges is 
required double the quantities. 

X5|" face with joists at 16-in centers allow 2\ lbs. If nailed on 
the back, as ordinary boarding has to be, double quantity. For 
joists at 12-in centers, 3 lbs. For 20-in centers, 2 lbs. Double, 
quantities for sheeting and shiplap, not more than 8 in wide. 

|"X3£" face at 16-in centers for joists, 3 lbs. For 2|-in face, 
4 \ lbs, on a 16-in center basis. 

For Joists Only. For braces on joists alone and nailing to wall 
plates, etc., at 16-in centers, allow 2\ lbs; 12-in, 3£ lbs; 20-in, 2 lbs. 


Laminated Nail Table for One Square 

The choice is given between two kinds of nails. For the 2-in 
lumber the table is made out for either 16d or 20d; the 3-in, 40d or 
50d; the 4-in, 50d or 60d. 

Two-in thick lumber, 16-in centers for nails, 26 and 37 lbs; 24-in 
centers, 18 and 27 lbs; 30-in, 16 and 23 lbs; 36-in, 15 and 21 lbs. 

Three-in lumber, 16 in, 40 and 56 lbs; 24 in, 28 and 40 lbs; 30 in, 
25 and 35 lbs; 36 in, 22 and 31 lbs. 

Four-in lumber, 40 and 50 lbs at 16-in centers; 29 and 36 lbs at 
24 in; 26 and 32 at 30 in; 23 and 29 lbs at 36 in. 

522 


HARDWARE 


523 


Nail Allowances 


Quantity 

Description 

Kind 

12* 

Quantity in 
Centers 
16* 20" 36" 

Lbs 

48" 

60" 

1000' bm 

3"x6" Plank, 2 nailings. ... 

60d 




51 

40 

34 

1000' bm 

3"x8" Plank, 2 nailings.... 

60 




39 

30 

26 

1000' bm 

3"xl0" Plank, 2 nailings.. . 

60d 




31 

24 

20 

1000' bm 

3"xl2" Plank, 3 nailings.. . 

60d 




39 

30 

26 

1000' bm 

2"x6" Plank, 2 nailings.. . . 

20d 


51 

42 

27 

21 

18 

1000' bm 

2"x8" Plank, 2 nailings.. .. 

20d 


39 

31 

20 

16 

13 

1000' bm 

2"xl0" Plank, 2 nailings.. . 

20d 

. . . 

30 

25 

16 

13 

11 


(Use same allowance for 

floorin 

g) 






1000' bm 

Oak Plank, Bridges, Boat 









Spikes, allow 100 lbs.... 

|"x8" 







1000' bm 

Joists on Frame Bldg. 

20d 

20 

16 

14 




1000' bm 

Joists on Brink Bldg. 

20d 

12 

10 

8 





For Bracing,add 2A lbs perM 

8d 





1000 pns 

Bridging 1"x4", 35 lbs. 

8d 







1000 pns 

Bridging 2"x4", 50 lbs. 

lOd 







1000' bm 

Studs, Walls and Partitions 

20d 

15 

12 





1000' bm 

Studs, Walls and Partitions 

lOd 

5 

4 





1000' bm 

Sheeting or Shiplap, 8"... . 

8d 

26 

20 

17 




1000' lin. 

Furring l"x2", Wall 

8d 

6 

6 

6 




1000' lin 

Furring, l"x2". Ceilings. ... 

8d 

8 

7 

6 




1000 If 

Furring’ 2"x2", Wall . 

20d 



20 




1000 If 

Furring, 2"x2" Ceilings. ... 

20d 

33 

25 

20 




1000' bm 

Siding 6" . 

6d 


18 




1000' bm 

Siding 4" 

6d 


25 

(any 





1000 pcs 

Shingles 

4d 

4^ 

cen 

ter) 



1000 pcs 

Shingles 

3d 

3| 

n 

i 

< 



1000' hm 

Flooring X"xfi" 

8d 

17 

13 

n 




lUUvl Mill 

1000' hm 

Flooring 1 1"x6" 

10d 

26 

20 

17 




1UUI/ Ulil 

1000' bm 

Flooring- -Z-"x4" 

8d 

26 

22 





J.UUU U1U 

1000' bm 

Flooring- I"x4" 

lOd 

40 

32 





il/UU Mill 

1000' bm 

Flooring- l"x3" 

8d 

36 

26 





x yjyjyj um 
100 SO ft 

Thin Oa.k Flooring . 

2 \ 

lbs 

If 

finis 

hng 

brd* 

1000' bm 

|"x4" Ceiling 

6d 

15 

11 





X L/in 

1000' hm 

ish in p* 

8d 


20 





JLUlli 

100 If 


8 & 6d 


1 





1 

. 

Door all kinds 

8 & 6d 


h 





X 

1 

Window a,11 kinds 

8 & 6d 






X 

100 vds 

Metal Lath 

sta 

pie 

s 9 





xuu v uo 

100 yds 

Wood Lath 48" . 

3d fine 

r 

12 

to 

13 

9 

to 

10 

100 vd q 

Wood Lath 32" 

3d fine 

10 h 

to 

lli 




1UU 

100 cy 

Concrete Forms . 

20d 

30 

(of c 

one 

rete 

in w 

all) 

100 cy 

Concrete Forms . 

lOd 

5 

it 

u 

a 

“ 

a 

100 cy 

Concrete Forms . 

8d 

3 

it 

tt 

a 

1 “ 

a 
















































































524 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Cast Washers 


Price: 7£ per pound. 


¥ - h lb each 
f"- f lb each 
f"-lj lbs each 
f"-l§ lbs each 
1 "-2 \ lbs each 
H"-3 lbs each 
lbs each 


1^"— 6 lbs each 
If"- 9£ lbs each 

2 "-17£ lbs each 
2j"-20 lbs each 
2^"-27£ lbs each 
2f"-36 lbs each 

3 "-46 lbs each 


Shop Doors. Hardware for large doors of No. 7, etc., from $65 to 
$76; for windows, $9. 

Sash Weights. The weights of cast iron carried in stock run from 
3 to 24 lbs. Price, about 4§f$. Standard weight is round. Square 
weights are special and cost about 5j£ per pound, and round weights 
over 22 lbs are same price. If few, allow 5|j£. 

Lead weighs about 50 per cent more than iron. Allow 12^ per 
pound if lead weights are used. 

Sash Cord. There are many kinds, and each manufacturer 
says his is the best. The usual hank contains 100 ft, and weighs 
from 2 lbs up to 3 lbs. A j^-in cord weighs 1§ lbs to the 100 ft; 
and a f-in, 5 lbs. Average price, $1.30 per pound. 

Sash chain costs per foot 12^ in genuine copper, for weight up to 
125 lbs. 

Sash chain, copper steeled, 8j£. Steel retinned chain, 9j£. Steel 
ribbon, 10^ up to 125 lbs. 

Dumbwaiters. Without rope or car, to carry weights up to 
100 lbs, $45 to $60. Cars, $28 to $60. This is for a good, strong, 
ordinary installation, but $300 could be invested in some kinds. 

Inside Sliding Door Hangers. An average hanger is worth $9 
single door and $10 to $15 double with track and bolts complete; 
with some hangers a wide opening runs to $18. A Coburn, $4.60 for 
single door 4-6; $9.20 for 6-ft double door. 

Coburn Barn Door Hangers are worth $3.25 without track; track, 
25j£ per foot. 

A Wilcox, average size, $3 per pair; track, 30^ per foot; brackets, 
40^ each. 

Jamb Guards. For 8 ft long, 3| in wide, with anchors, $4 each. 

Wire Panels. For No. 10"Xli" mesh, 40^ per square foot. 

For No. 9, lHn mesh. $ .55 

For No. 8, 2-in mesh.55 

For No. 12,l|-in mesh.50 

Heavy wire window guards. 1.25 






HARDWARE 


525 


Hinges or Butts 

4 "X4 ", jap’d, $0.45 per pr; $0.60, bronze finish; $4.00, real bronze 
4§"X4|", jap’d, $0.70 perpr; $0.80, bronze finish; $5.00, real bronze 

5 "X5 ", jap’d, $1.05 per pr; $1.10, bronze finish; $5.50, real bronze 

Double-acting Chicago butts, jap’d, per pair, l£-in door, $3.60; 
If-in to 2-in, $9; bronze-plated, etc., $9 for l|-in; $17 for lf-in to 
2-in; old copper finish, unpolished, $6 and $13; antique finish, 
sandblast, $9 and $15 for same thicknesses. But a blank: is often 
used with a butt as 1 is strong enough for the door, and this reduces 
the price. Blanks are about half the price of butts. Real bronze 
butts of this kind are seldom used. 

The Chicago floor hinge is used with spring at bottom and plate at 
top. For thin doors, $5 for each door; for 2-in doors, $5.50, jap’d; 
in plated, antique copper, $6. 

These hinges must not be confused with screen-door goods which 
are sold from $2 to $3.50 per dozen pairs. 

Large Size. A price on some large common hinges may be of 
service. Steel, antique brass, sand finish, 7"X10", extra heavy, 
ball-bearing, $14 per pair. For 8"X8" real bronze, $40. 

Locks. A Good Rim Lock with knobs and plain, japan trim, 75<f. 
Inside good door lock fit for any door, $2.50 with real bronze trim 
complete; a larger size, $3.50. Front door lock, $8; but a good one 
may be had for half that figure if real bronze is not desired. There 
are others that cost $10, and without much searching of shelves 
$40 could be spent on a front door. 

Sliding-door Locks. $3 to $6 and upward. Sliding-door latches 
are a trifle cheaper, just as they are for ordinary doors. 

It is not necessary to pay even $2.50 for a mortise lock. With jet 
knobs and bronze-plated trimmings a lock good enough for cottages 
may be bought for $1.50. 

Unit. The Corbin “ Unit’’ lock is made in one piece, and is merely 
cut in the edge of the door and the long escutcheons screwed in 
place. It looks well, but a carpenter might object to weakening the 
framework of the door. The lock costs $12 to $14. With complete 
and good-looking trim, $15 to $18. 

A Store Door Lock with trimmings complete may be bought for 
$10 in bronze; but $16 is the least that should be estimated for a 
good building. From this price we may run as high as we choose. 
A bronzed lock complete may be bought for $3. Dead locks for 
stores, without trimmings, $2 each. 

Master Keyed Locks, $4 each without trimmings. Trimmings, 
$2 to $3. 

Drawer Locks. A really good article is worth $1; from that 
they are sold down to 50j£. A good cupboard lock is worth $1. 


526 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Escutcheons. Real bronze for key only, $1 to $1.50 per dozen; 
imitation, 75; jap’d, 35^. For key and knob, real, 5£ in to 6 in, 
$4 to $7; in various sizes with imitation finishes, $1.50 to $1.80 
per dozen. 

Push Plates. 3£"X10", $15 to $20 per dozen, real; imitation, 
$10. Persian bronzed, $6. Larger sizes run from 70fi each in imita¬ 
tion to $4 in bronze metal. 

Door Knobs. Mineral, porcelain, and jet knobs, with jap’d 
mountings, run from $2 to $3 a dozen; wrought bronze metal, 
$11 to $15; jet knobs with bronze mountings, $5; bronzed wrought- 
iron knobs, $8. Better qualities of standard bronze metal knobs 
run to $18 per dozen. 

Door Springs and Checks. Blount, $10 to $12, according to 
thickness of door. Corbin combined, $4 to $11; Eclipse check, $3 
to $5; Eclipse springs, $2 to $4. Eclipse spring and check go 
together. 

Transom Lifts. Bronze iron, £"X3' and 4 ft, 50^f each; ^X4", 
70^; f"X5', $1.20 each. With copper finish, add from 15^ to 25^ 

each. 

Flush Bolts. $1.10 to $1.75 each in imitation; $2.50 to $4 in 
real. There are smaller and cheaper flush bolts. 

Sash Balances. They rise according to weight of sash. For 
ordinary 20-lb sash, $3.50 to $5 per set for 1 window complete. 
They run as high as $30 for large sizes. 

Rope. Manila, 33 per pound; sisal, 30^. The relative strength 
of Manila and sisal is 7 to 5. Approximate weight of 1,200 ft—a 
full coil: 


3 II \n 3// 

n> 4 8 

1 // 

2 

5 n 3 rr 

8 4 

1" 1*" 

H" 1 

i" 2" 

181b. 25 45 

100 

160 200 

300 360 570 

800 1,2001,500 

Steel Wire Rope. 

For f in, $12 per 100 lbs net. 


Ash Pit or Flue Doors. For cast iron, jap’d. 



8"X 8". 


....$1.55 

10"X14". 


...$2.05 

8"X10". 


.... 1.60 

12"X15". 



10"X12". 


.... 1.85 




Shelf Brackets. 

Light and heavy. 



Per pair 

Dozen pairs 


Per pair Dozenpairs 

4 X 0 ... . $ 

.15 

$1.35 

5"X 6".... 

$ .36 

$3.75 

5"X 6".... 

.18 

1.68 

5"X 7".... 

.45 

4.50 

5"X 7".... 

.21 

1.80 

6"X 8".... 

.66 

6.30 

6"X 8".... 

.24 

2.25 

7"X 9".... 

.69 

6.60 

7"X 9".... 

.27 

2.70 

8"X10".... 

.75 

6.90 

8"X10".... 

.30 

3.00 

10"X12".... 

.90 

9.00 

10"X12".... 

.42 

4.30 

12"X14".... 

1.05 

10.00 

12"X14".... 

.69 

6.40 















HARDWARE 


527 


Louden Garage 1923 Door Hanger. It operates on the inside. 
Price, $9; $9.50 west of the mountain region. 

Building Directory. Complete with plain unlettered black cards. 
All quotations are fob Chicago. 


Space size 

Tiers 

Spaces each 

Width-Height 


50 

1 


llf"X26£"—Single door... 

.$15.00 

100 

2 

50 

19i"X26£"—Single door... 

. 30.00 

150 

3 

50 

26|"X26|"—Single door... 

. 45.00 

200 

4 

50 

38j"X26j"—Double door.. 

. 60.00 

300 

6 

50 

531"X261''—Double door.. 

. 90.00 

75 

1 


12£"X36i"—Single door... 

. 22.00 

150 

2 

75 

19f "X36£"—Single door... 

. 44.00 

225 

3 

75 

27|"X36j"—Single door... 

. 66.00 

300 

4 

75 

39£"X36j"—Double door.. 

. 88.00 

450 

6 

75 

54|"X36j"—Double door.. 

.132.00 


CHAPTER XVII 
PAINTING 

TABLE 1 — Painting 


(On basis of $1 per hour, with profit included. Eight-hour day.) 


Description 

Cost of mate¬ 
rial per gallon 
or pound 

Per 

yard 

Per 

square 

1 Yards per 
day, 

1 man 

Priming on wood, lead and oil j 

$0.12 lead \ 

1.73 oil / 

$0.25 

$2.75 

on P lal P 
oU work 

Priming mineral, metal. j 

$0.04 lead 'l 
1.73 oil / 

.20 

2.20 

80 “ 

Priming red lead, metal. 


.30 

3.30 

80 “ 

Priming of ochre. 


.20 

2.20 

80 “ 

Second coat, lead and oil, wood 
Priming rough masonry, lead 
and oil. 


.23 

2.53 

70 “ 


.35 

3.85 

70 “ 

Priming smooth masonry, lead 
and oil. 


.30 

3.30 

80 “ 

Coating shingles, brush. 


4.50 

Cold water paint, hand work, 
1 coat. 

6* lb 

.15 

1.65 

110 “ 

Cold water paint, finer work, 
2 coats. 

.22 

2.42 

Sizing. 


.15 

1.65 

180 “ 

Calcimine in residences. 


.30 

3.30 

72 “ 

Calcimine in residences on sand 
finish. 

* 

.32 

3.52 

65 “ 

Lead and oil on plaster, each coat 
Stippling, extra. 


.25 

2.75 

90 “ 


.08 

Enameling plaster walls, 3 coats 
Paste filler on floors. 


.70 

7.70 

80 “ 

12* lb 

.15 

1.65 

100 “ 

Paste filler on doors, etc. 

.25 

2.75 

80 “ 

Waxing floors. 

45* lb 
$3.40 
4.00 

.15 

1.65 

150 “ 

Shellac, each coat, wood alcohol 
Varnish, each coat. 

.30 

.30 

3.30 

3.30 

80 “ 

80 “ 

Varnish, outside work. 

5.50 

.35 

3.85 

2.75 

75 “ 

80 “ 
100 “ 

Rubbing down varnish, pumice 
stone and oil. 

.25 

Rubbing down with steel wool. . 


.17 

1.87 

1 coat filler, 1 shellac, 2 varnish, 
and rubbing down. 


2.00 

22.00 

Enameling woodwork, 4 coats in 
all. 


2.00 

22.00 



528 








































PAINTING 


529 


Floors, ceiling, and such plain work can naturally be done cheaper 
than sash, grilles, etc. Rubbing down ornamental work costs three 
or four times as much as plain work. 

TABLE 2 

Inside Work for One Man—8 Hooks 


Paste filling. 20 yds fancy work 

Paste filling. 60 yds plain work 

Liquid filling.100 to 125 yds plain work 

Liquid filling. 40 to 50 yds fancy work 

Graining. 20 to 30 yds 

Varnish, each coat. 50 yds plain 

Varnish, each coat. 30 yds balusters, etc. 

Varnish, each coat. 80 yds floor 

Varnish removing. 8 yds on old oak 

Weather oak staining. 28 yds on old oak 

Shellac.100 yds on old oak 

Varnish. 37 yds on old oak 

Rubbing down... 32 yds on old oak 

Staining sash. 30 sash 


To use Table 3 divide the last columns of Tables 1 and 2 by 8 
to get the number of yards for 1 hour, and take the column of 3 to 
suit for any rate of wages at which the work was done. The first 
figure, for example, is 80 yds = 10 for 1 hour. Column 10, Table 3, 
is to be used. 

















TABLE 3 

Cost of Labor for Painting or Varnishing per 100 Yards 


530 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



© 


05 

o 

CM 


to 


© 

© 

CM 


CM 

CO 

o . 

to 

05 

CO 

b» 

rH 

© 

© 
















1-1 

CM 

CM 

CM 

CO 

CO 



© 

© 



CM 

oo 

CO 

oo 

tP 

05 

© 

© 

© 

i—l 

<N 

co 

00 

CM 

b- 


CO 

o 

© 

© 


© 

CM 













f-H 


CM 

CM 

co 

CO 



© 

© 

© 


o 

o 

o 

O 

o 

o 

© 

© 

© 

© 

O 

o 

© 

o 

to 

o 

lO 

o 

to 

© 

© 

© 

© 

<N 













* H 

CM 

CM 

CO 

CO 

Tjl 


© 

© 

© 

© 



CO 

00 

Tf 

05 

to 

© 

© 



CM 

CO 

CO 

CM 


CO 

00 


© 

© 

rH 

© 

CM 














1-1 

CM 

CM 

co 

co 


to 

© 

CO 

© 



o 

o 

CO 

to 

oo 

0 

CO 

© 

00 

© 

CO 

o 

05 

to 



CO 

o 

© 

CM 

00 

© 

rH 














1-1 

CM 

CO 

CO 

rtH 

to 

to 

© 

© 


00 


CO 

CO 

M> 

05 

o 

CM 

CO 


© 


d 



00 

to 

CM 

o 

b'- 



00 

© 

CM 














CM 

CM 

CO 


to 

to 

© 



00 

d 


o 


i> 

o 

TjH 

b^ 

o 


r- 

© 


CM 

© 

CO 

rH 

o 

00 

co 

© 

CO 

i—i 

© 

00 














CM 

CO 


- to 

to 

cd 


oo 

© 

© 

© 











T7H 

i—i 

O 

CO 


to 

co 


00 

a 



CM 

CO 














to 

o 

to 

o 

to 

o 

© 

© 

© 

© 

© 


1> 

o 

CM 

to 


o 

CM 

© 


© 

CM 

00 

CO 

to 

CO 

b- 

00 

d 

d 

CM 

CO 

© 

© 







rH 

1 

1—1 

1-1 

1-1 

1—1 


o 

b- 

Th 

o 

b- 

Tt^ 

© 


Tt< 

© 



o 

co 

CO 

o 

CO 

CO 

© 

© 

CO 

© 

© 

CO 

to 

co 

00 

o 


CO 

© 

© 

oo 

© 






T_l 

1 



tH 

tH 

CM 

CM 


co 

00 

© 

CM 

TH 

co 

00 

o 

CM 


© 









CM 

CM 

CM 

CM 


o 

o 

O 

O 

~ © 

o 

© 

" 'o 

~©~ 

©~ 

© 


to 

o 

to 

o 

to 

o 

© 

© 

© 

o 

© 

th 


d 

CM 

to 

l> 

o 

CM 

© 


d 

CM 



TH 

r ~ l 


rH 

CM 

CM 

CM 

CM 

CO 

CO 


o 


l> 

o 


b- 

© 



© 



o 

CO 

CO 

o 

CO 

CO 

© 

co 

© 

© 

-co 

CO 

o 

CO 

CO 

d 

CO 

CO 

© 

co 

© 

d 

CO 



1—1 

1—1 

CM 

CM 

cm 

CO 

CO • 

co 

rH 














3 












o 












Xi 

© 

o 

o 

O 

o 

o 

© 

© 

o 

© 

o 

u 

0) 

CO 

TtH 

to 

CO 


00 

© 

© 


CM 

co 

Q- 

o 








rH 

i-H 

rH 













eS 












ftf 

















































PAINTING 


531 


TABLE 4 


Paint and Varnishing only. Cost op Material per 100 Yards 
at Various Prices per Gallon 


it 




















4§ 

0 

81 . 

50 

82.00 

<N 

9 © 

50 

83 . 

00 

83 . 

50 

84 

84 . 

50 

85.00 

85.50 

86.00 

86 . 

50 

i> 

00 

U 

1. 

.88 

2.50 

3 

.13 

3 . 

75 

4 . 

.38 

5 

5 . 

63 

6.25 

6.88 

7.50 

8 . 

13 

8 . 

75 

2 

3 . 

00 

4.00 

5 . 

.00 

6 . 

,00 

7 . 

00 

8 

9 . 

,00 

10.00 

11.00 

12.00 

13 . 

00 

14 . 

CO 

21 

3 . 

75 

5.00 

6 . 

,25 

7 . 

.50 

8 . 

.75 

10 

11 . 

,25 

12.50 

13.75 

15.00 

16 

,25 

17 . 

50 

3 

4 . 

50 

6.00 

7 . 

.50 

9 . 

00 

10 . 

50 

12 

13 . 

.50 

15.00 

16.50 

18.00 

19 

.50 

21 . 

00 

4 

6 . 

00 

8.00 

10 . 

,00 

12 

.00 

14 

.00 

16 

18 . 

00 

20.00 

22.00 

24.00 

26 

.00 

28 . 

00 

41 

6 . 

75 

9.00 

11 

.25 

13 

.50 

15 . 

.75 

18 

20 . 

.25 

22.50 

24.75 

27.00 

29 

.25 

31 . 

50 

5 

7 . 

50 

10.00 

12 

.50 

15 

.00 

17 

.50 

20 

22 . 

.50 

25.00 

27.50 

30.00 

32 

.50 

35 

.00 

7 

10 . 

50 

14.00 

17 

.50 

21 

.00 

24 . 

.50 

28 

31 . 

.50 

35.00 

38.50 

42.00 

45 

.50 

49 

.00 

9 

13 . 

50 

18.00 

22 

.50 

27 

.00 













15 

22 . 

50 

30.00 

37 

.50 

45 

.00 













18 

27 . 

00 

36.00 

45 

.00 

54 

.00 














Labor Remarks 

Averages only can be given in a table, and allowances made for 
exceptions. At plaster, Table 1, for example, 90 yds are allowed 
for 8 hours, but contractors on plain work sometimes expect 150 per 
day, or nearly 19 yds per hour instead of 11. The figures on cold- 
water paint were taken from 33,500 yds, but while 110 is listed in 
Table 1 per coat at about 14 yds per hour, 50 per cent more might 
be done, and much more with spray work. Indeed, the Barreled 
Sunlight Company sends me a figure of 4,000 to 6,000 sq ft a day 
with the priming coat, and the finishing coat 20 to 30 per cent more. 
The highest yardage given in the table is 24 per hour, or 192 in 
8 hours; but even on the basis of 10 hours’ work 5,000 sq ft equals 
556 sq yds equals 55 yds per hour, and about 70 yds per hour on 
the finis h coat. It has been found, however, that for hand-mixing 
as much time is taken at that as in putting on the work. Mixing 
with compressed air and spraying with the same goes faster, but 
55 yds per hour per man is reasonably fast. 

Mineral paint might run from 8 per hour to 20 yds; lead and oil, 
plain work, 10 yds per hour; floors, 17; angle work, porch corners, 
dormers, 4 to 5 yds. So all through tables for outside and inside 
w 7 ork. 




















532 APPRAISERS' AND ADJUSTERS’ HANDBOOK 


MATERIAL 
TABLE 5 

Paint Quantity Table for 100 Actual Yards 

Kind of work Pounds Gallons 

Lead and oil priming (own mixing). 40 2| 

Lead and oil priming, and 1 coat (own mixing).. 56 to 80 3| to 5 

Lead and oil priming average 1 coat (own mixing) 72 
Lead and oil priming, and 2 coats (own mixing) . 100 6| 

Allow 7% to 10% more for common brick work. 

Size on plaster. 1 glue 1 

Lead and oil on plaster, 2 coats. 56 

Enamel on plaster, 1 coat. ... 3£ 

Mineral on rough wood, 1 coat. 21 2 

Mineral on smooth wood, 1 coat. 15.7 \\ 

Mineral on tin, 1 coat. 13 1J 

(For compressed air quantities, see Index.) 

Graphite. ... \\ to 2 \ 

TABLE 6 

Inside Work for 100 Actual Yards 

Kind of work Pounds Gallons 

Liquid filler. ... 2 

Paste filler (reduced for last column). 20 to 25 3 

Water stain, open wood. ... 1£ 

Water stain, close hardwood. ... li 

Water stain, soft wood... ... 2 \ 

Spirit stain, as above. ... 3 

Spirit stain, as above. ... 2f 

Spirit stain, as above. ... 4| 

Oil stain, all woods. ... 1| 

Varnish, etc., 1 coat. ... 2 to 2 \ 

Varnish, etc., 2 coats. ... 4 

Varnish, etc., 3 coats. .... ... 5| 

Shellac, 1 coat.. ... 1| to 1£ 

Wax. 7 

Graining (color in oil). 4 

Calsomine. ... 6 

Varnish remover. ... 6 


Paint on Steel Work. First coat, 1 gal to 500 to 700 ft; second 
coat, 650 to 800 ft; third, 700 to 850. Thus 1 shop coat and 1 field 






























PAINTING 


533 


coat takes about a gallon to 300 to 400 sq ft; and 3-coat work a 
gallon to 215 to 245 sq ft. 

The Boston manufacturers of the Bay State brick and cement 
coating reverse the ordinary method of the makers of area brands and 
give the maximum limit: 

“The following table shows requirements for first coat under 
differing conditions for good work: 

Bay State Brick and Cement Coating: 

“On brick, hard finish, 1 gal not to cover more than 20 sq yds. 

“On brick, rough and porous, 1 gal not to cover more than 17 
sq yds. 

“On concrete, hard finish, 1 gal not to cover more than 20 sq yds. 

“On concrete, rough and porous, 1 gal not to cover more than 17 
sq yds. 

“On plaster, exterior rough, 1 gal not to cover more than 17 sq. yds. 

“On plaster, interior, hard finish (over first coater), 1 gal not to 
cover more than 40 sq yds. 

“Bay State First Coater: On plaster, hard finish, 1 gal not to cover 
more than- 50 sq yds. 

“Bay State Enamel.No. 2. Over under coat of Bay State brick 
and cement coating, 1 gal not to cover more than 50 sq yds.” 

There are so many preparations for masonry waterproofing that 
no standard price can be given, and even if an appraiser sees that 
a wall has been treated, it is almost impossible to tell what brand 
has been # used. In a list at hand the prices run from $1.25 per 
gallon to $3. Some kinds cover only 50 sq ft per gallon, others, 200, 
and up to 600. For the thicker waterproofing an approximate 
figure would be $1.50 per gallon for material, covering, say, 10 yds, 
or 15^ per yard; labor, 60j£ per hour, 5 yds per hour equals 12^ per 
yard, a total of 27^ per yard. 

For the thin, far-spreading finishes, such as go on concrete floors, 
$2 per gallon covering about 25 yds, equals 8j£ for material; and 
labor at $1 for regular painters, 100 yds in 8 hours, or 12£ per hour, 
equals 8^, at total of 16j£ per yard without profit. 

Shingles. For well-dipped shingles allow 2f gals per 1,000. 
The stain may cost $1 per gallon or more. Allow 1,000 per hour 
for a laborer. If the bunches are slightly loosened and put in a 
trough with stain running through them 15,000 to 20,000 may be 
done in a day by a man. Here, as elsewhere, good work takes time. 
The Creo-Dipt shingles are. expensive because of the labor put on 
them. 

The Truscon Company makes a full line of waterproofing com¬ 
pounds. 

Cold-water Paint. On 33,500 yds 15,500 lbs were used, or about 
\ lb per yard, which is twice what some manufacturers allow. The 


534 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


roughness of the surface naturally takes more material than when 
boards or walls are smooth. In estimating this kind of work the 
sides of the joists should always be included, as where they are 
close they often have about as much area as the ceiling itself. In 
low-priced years the cold-water material ran to per pound in 
large quantities, and twice as much in war times. Get local price. 

Finally, some fine work, such as that in banking rooms, comes 
outside of the regular standards, and often costs twice as much. 
In a low-priced period the finest kind of work was done on a large 
residence, hardwood finish all rubbed down, for $1.25 per yard, 
and this was looked upon, with wages about 35^, as “the limit.” 
In war time the cost would have been doubled—and $2.50 in the 
first case to $5 in the second might have been put upon semi-public 
buildings and some residences. I have at hand a description of 
doors covered with gold leaf. 


CHAPTER XVIII 


PLUMBING 

Labor. For sewers allow 18 in wide, and in average ground 
5 eu yds for 1 laborer in 8 hours if depth is not more than 5 ft; 
in soft ground to 6 ft, 6 cu yds; to a depth of from 6 to 10, 4 cu yds 
after 6 ft is reached; from 10 ft down to 14 ft allow 2 cu yds. Boring 
often cuts time. 

Laying of 6-in and 8-in pipe, 6 ft per hour for 1 laborer. Water- 
pipe digging is about the same as for sewer, but as the lengths are 
12 ft there is more chance for boring. 

From thousands of feet of 6-in to 10-in water pipe the labor 
time gave 6 in to 9 in per man per hour for excavation, laying, 
and backfilling. In some cases laborers alone do the work without a 
plumber. Metalium is the modern joint filler. 

Gas pipes should be allowed in winter at 20 ft per laborer per 
8 hours with excavation 3 ft 6 in deep; and 35 ft in summer, com¬ 
plete. This for fair ground and cement joints. 

Allow complete for gas-supply pipes 8^ in low-priced time to 16^ 
on a war basis. This from main to house, and such work. Allow 
paving repairs if required. On 300 ft of this work a laborer made 
8 ft per hour, and a plumber took 3 hours to make connections. 
Inside the building a plumber may string 100 ft in 8 hours. 

For soil pipe inside of a building a plumber and helper will handle 
from 50 ft to 100 ft in 8 hours. 

Vent pipes are placed at about 75 ft of 2 in per 8 hours for a 
plumber; 45 ft of 4 in; 40 ft of 6 in. 

Heavy bathtubs 4 to 5 hours for plumber and helper to install, 
all supply and other pipes being already in place; water closet, 
4 hours should be enough, and this also for an ordinary bathtub. 
An average allowance for small fixtures is 4 hours for a plumber, and 
sometimes with all things favorable and fixtures on floor ready to 
set, from 2 to 3 hours. A laborer’s time is usually required to 
carry material to place, or a plumber’s helper. 

Roughing In for Cottages 

A large manufacturer says: “We estimate the time of one man 
arid helper to rough in new work under average conditions, includ¬ 
ing all from the basement floor up with necessary venting as follows; 

535 


536 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Table Given in Hours for Two Men 



Bungalow 

Two story 

Hot and 
cold 

Cold 

only 

Hot and 
cold 

Cold 

only 

Bathroom tub, lavatory, closet. 

35 

28 

40 

32 

Kitchen, one sink. 

10 

9 

10 

9 

Laundry in basement or, two trays, 





slop sink. 

15 

12 

15 

12 

Boiler in basement or first floor, con¬ 





nected to furnace or range. 

15 


15 



75 

49 

80 

53 


This is on the basis of sewer and supply mains all in place, and 
thus is for work inside the building lines only. 

Slate. The setting of this material may be allowed at 8 to 10 sq ft 
per hour for a plumber and helper on ordinary partitions, and such 
work. 

Material Only 

As a rule, the prices in 1923 as given here are twice as high as 
during the U. S. base period of 1913, and the years before and after 
that date, as shown in charts. Use local discounts. 

I 

Cast Iron Soil Pipe 


Five-foot lengths, single hub. Discount 20% 


Size in inches 

2 

3 

4 

5 

6 

8 

10 

12 

Price, standard, 
per length. . . 

$1.30 

$1.75 

$2.30 

$2.90 

$3.50 

$7.00 

$12.00 

$15.00 

Price, extra 
heavv. 

2.00 

3.10 

s 

4.20 

5.50 

6.50 

11.00 

18.00 

22.00 


Extra heavy is almost always used, so that the calking can ber 
done without bursting the pipe. 

Both single and double hub pipe come in 5-ft lengths. On average 
work allow 30 per cent of straight pipe for all fittings; water pipe, 
from 38 to 40 per cent; vent, 45. 
































PLUMBING 


537 


Five-foot lengths, double hub. Discount 20 per cent 


Price, standard, 

$1.40 

$1.85 

$2.40 

$3.10 

$3.70 

$8.00 

$13.00 

$16.00 

Price, extra 

2.10 

3.25 

4.40 

5.70 

6.80 

12.00 

19.00 

23.00 


Cellar Drainers. Supply, \ in, waste, 1 in equals $14; U in 
and 2 in, $22; 2 in and 3 in, $36. 

Iron Cellar and Stable Drains. $1.50 to $2. 

Gas Heaters. Ordinary, single coil, $14 to $18; dbl., $16 to $22. 

Ruud Heaters. 5-room cottage, $150; 7-r., 2-story house, $200. 

New Premier, Crane. 23 gal., $130; 31, $165; 48, $255. 

Water Closets. For an ordinary closet allow $40 with wood tank, 
and $10 extra for china tank. The Si-wel-clo, $60, $75, and up. 
Before the war, prices ran to about $42 and $55. 

Range Closets. For an average in an industrial plant, $30 each 
with all pipes and fittings. 

Range Lavatories. Allow $60 each with complete fittings; for a 
plain installation, $40. 

Wall Lavatories. From $20 to $50. Pedestals, $60 up. 

One-piece Kitchen Sink. From $90 to $100. 

Sinks. From $3 to $6. These are of the cheapest variety. 

Bath Tub. From $45 for the common kind to any reasonable 
figure for the porcelains. Solid porcelains run from $110 to $180 
complete with fittings, but “accessories” may raise the limit. 
Showers may be had for $10, and also for several hundreds of dol¬ 
lars. A good shower may be set at $75. A “Standard” shower 
over a bath, $46. 

Laundry Trays or Tubs. From $30 per section to twice as much. 

The difference between ordinary enameled goods and solid porce¬ 
lain should be kept in mind. A kitchen sink in porcelain with legs 
might be as high as $100 to $180 for a small size. 

Medicine Cabinets. With mirrors, $30. 

Range Boilers. For 24 gal, $25; for 52, $40; for 82, $55; for 
144, $100. 

Urinals. From $8 to $15 each for the ordinary kind. If slate 
ones are used take the slate by the square foot. Porcelain, $75 
to $100 each division. 

Doors. For water closets, allow $9 per pair finished by painter, 
and $4 extra for each pair of hinges. 

Partition Fittings. To support slate from floor, $2 each. Rail 
on top, $1 per foot. Angles and bolts, $1 each, and less for a 
quantity. 

Labor. Add to all material as on pages 535, 536. 












538 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Slate Slab Price List 

No discount on Ribbon; for Clear add 10 per cent to list 
Covering all classes regular slab work 

Ribbon and Clear Black Stock 


Group 

No. 

Area in Sq Ft 

Price in cents per square foot 

1 in 

1 Y\ in 

iy 2 in 

1% in 

2 in 

1 

1 to 5 ft inclusive.... 

24 

28 

32 

38 

44 

2 

5 to 10 ft inclusive. . . . 

30 

34 

40 

44 

50 

3 

10 to 16 ft inclusive. . . . 

36 

40 

46 

52 

60 

4 

16 to 22 ft inclusive. . . . 

44 

48 

52 

60 

68 

5 

22 to 28 ft inclusive.... 

52 

56 

62 

70 

76 

6 

28 to 35 ft inclusive. .. . 

62 

66 

72 

80 

86 

7 

35 to 40 ft inclusive.... 

77 

81 

87 

95 

101 

8 

40 to 45 ft inclusive.... 

90 

100 

110 

120 

130 


Vitrified Salt Glazed Sewer Pipe 


Western List 


Inside 

diameter, 

inches 

Straight 

pipe 

per 

foot 

Curves 

and 

elbows, 

each 

T and Y 
junctions, 
each, if 

2 ft long 

Traps, 

each 

Double 
junctions 
and breeches 
if 2 ft long 

Increasers, 
decreasers 
and slants 

3 

SO. 15 

SO. 50 

SO. 60 

SI. 70 

SO. 90 

SO. 45 

4 

.20 

.60 

.80 

2.10 

1.20 

.60 

5 

.25 

.75 

1.00 

2.50 

1.50 

.75 

6 

.30 

1.00 

1.20 

2.90 

1.80 

.90 

7 

.35 

1.25 

1.40 

3.50 

2.10 

1.05 

8 

.45 

1.65 

1.80 

4.50 

2.70 

1.35 

9 

.50 

1.75 

2.00 

5.00 

3.00 

1.50 

10 

.60 

2.10 

2.40 

6.00 

3.60 

1.80 

12 

.75 

2.75 

3.00 

8.50 

4.50 

2.25 

15 

1.00 

3.75 

4.00 


6.00 

3.00 

18 

1.50 

4.75 

6.00 


9.00 

4.50 

20 

1.75 

5.75 

7.00 


10.50 

5.25 

21 

2.00 

6.75 

8.00 


12.00 

6.00 

24 

2.50 

8.00 

10.00 


15.00 

7.50 

27 

3.25 

10.00 

13.00 



9.75 

30 

4.00 

12.50 

16.00 



12.00 

33 

5.00 

16.00 

20.00 



36 

6.00 

20.00 

24.00 






































PLUMBING 


539 


A Table with Net Price per 100 Feet of Full Weight 
Standard Pipe (1922), Crane) 


Size, 

inches 

Black 

Gal¬ 

vanized 

Lb. wt. 
per foot 

Size, 

inches 

Black 

Gal¬ 

vanized 

Lb. 

per 

wt. 

foot 

1 

$3.62 

$5 

.16 

0 

.245 

3§ 

$ 57.78 

$ 70.66 

9. 

202 

i 

3.95 

5 

.63 


.425 

4 

68.45 

83.71 

10. 

.889 

3 

8 

3.95 

5 

.63 


.568 

41 

^2 

79.76 

97.54 

12. 

642 

1 

2 

5.25 

6 

.61 


.852 

5 

92.94 

113.66 

14. 

610 

3 

4 

6.76 

8 

.49 

1 

.134 

6 

120.60 

147.46 

19. 

185, 

1 

10.00 

12 

.55 

1 

.684 

7 

161.36 


23. 

769 

n 

13.52 

16 

.97 

2 

.281 

8 

169.50 


25. 

000 

u 

16.17 

20 

.30 

2 

.731 

9 

233.91 


34. 

188 

2 

21.76 

27 

31 

3 

.678 

10 

237.30 


35. 

000 

OI 
“ 2 

34.40 

43 

.17 

5 

.819 

12 

305.10 


45. 

000 

3 

44.98 

56 

46 

7 

.616 







Pipe Reamed and Drifted 


Sizes, inches 

Galvanized 

Pound, weight per foot 

2 

$28.05 

3.678 

2 h 

44.34 

5.819 

3 

57.99 

7.616 


Extra strong carried in sizes from § in to 8 in inclusive. Double 
extra strong from £ in to 4 in. All prices are for random lengths. 

Wrought Iron Pipe for Steam, Gas and Water 


Inside 

Standard 

Extra strong 

Inside 

diam. 

Standard 

Extra strong 

diam. 

Wt per 
ft in lbs 

Rate 

Wt per 
ft in lbs 

Rate 

Wt per 
ft in lbs 

Rate 

W t per 
ft in lbs 

Rate 

i 

0.24 

3.0 

0.29 

7 

1* 

2.68 

11.0 

3.63 

r 

15 

l 

4 

.42 

3.0 

.54 

7 

2 

3.61 

14.5 

5.02 

20 

3 

8 

.56 

3.0 

0.74 

7 

2± 

5.74 

23.0 

7.67 

33 

1 

2 

.84 

4.0 

1.09 

7 

3 

7.54 

30.0 

10.25 

42 

3 

4 

1.12 

4.7 

1.39 

7 

4 

10.66 

44.0 

14.97 

60 

1 

1.67 

6.6 

2.17 

. 9 

6 

18.76 

76.0 

28.58 

1.20 

H 

2.24 

9.0 

3.00 

12 







The prices are given in the Crane table for standard; for extra 
strong increase in proportion as shown under “Rate’’ this table. 













































CHAPTER XIX 


HEATING IN 1923 


Approximate only. For ordinary buildings divide the net cubic 
feet by 45 and multiply the square feet of radiation thus obtained 
by $2 to $2.25 for the cost with boiler. “Net” takes out walls, 
floors, partitions, and thus includes only space to be heated. On 
a line of apartment houses the net ran to 55 and 65 per cent of 
the gross. 

Plain buildings are sometimes heated for as low as 3j£ to 5ff per 
cubic foot without boiler. 

The $2 basis is for ordinary steam heat; hot water runs to at least 
50 per cent more. With steam, allow 35 per cent of the cost of 
straight pipe for fittings; with hot water, 40 per cent. 

The following table shows, however, that 45 cu ft does not suit 
all classes of buildings. There is a great difference between frame 
residences, many of them built in a careless way, and factories. 


Steam Heating—Direct Radiation 

Frame residences, down stairs. 1 sq ft to 50 cu ft air 

Frame residences, up stairs. 1 sq ft to 60 cu ft air 

Brick residences, down stairs. 1 sq ft to* 60 cu ft air 

Brick residences, up stairs. 1 sq ft to 70 cu ft air 

Office buildings. 1 sq ft to 60 cu ft air 

Factories. 1 sq ft to 125 cu ft air 

Churches and Assembly Halls. 1 sq ft to 200 cu ft air 

Indirect Radiation, 50 per cent more surface. 

Direct-Indirect Radiation, 25 per cent more surface. 


Hot Water Heating—Direct Radiation 


Frame residences, down stairs. 


ft 

to 

25 

to 

30 

cu 

ft 

aii- 

Frame residences, up stairs. 


ft 

to 

30 

to 

40 

cu 

ft 

air 

Brick residences, down stairs. 

... 1 sq 

ft 

to 

28 

to 

35 

cu 

ft 

air 

Brick residences, up stairs. 


ft 

to 

40 

to 

45 

cu 

ft 

air 

Office buildings. 


ft 

to 

40 



cu 

ft 

aii- 

Factories. 


ft 

to 

70 



cu 

ft 

air 

Churches and Assembly Halls. 

... 1 sq 

ft 

to 

100 



cu 

ft 

air 


Indirect Radiation, 50 per cent more surface. 
Direct-Indirect Radiation, 25 per cent more surface. 


540 



















HEATING IN 1923 


541 


Cottage-heating by Steam. The American Radiator Company 
gave the following prices for material only complete in 1922: 3-room, 
$182; 4-room, $254; 5-room, $300; 6-room, $358. 

Radiators. There are about 37,000 different sizes and styles of 
these. The American Radiator Company “Ideal Fitter” is re¬ 
quired by those who want details. As an approximate figure only, 
allow 30j£ per square foot of heating surface for ordinary types, 
to 42and 50^ for low styles to go below windowsills, etc., and 
for special makes in 1923. 

Radiators, Weight. About 7 lbs per square foot; on a 60^ per 
hour basis for laborers allow $10 per ton for hoisting in a building of 
three to 4 stories. The measurement is based on the heating surface. 

Radiator Valves. From $1.50 for \ in to $3 for in. 

Expansion Joints. These are of many kinds and prices. From 
$2 at 1 in to $14 at 3 in for a brass joint up to 125 lbs pressure; 
with short traverse of 2 in to 3 in. For a 2-in with 6-in traverse, $7; 
12-in traverse, $10; 18-in, $15. For 6-in and 5-in diameter, $27; 
12-in and 5-in, $42. For a flanged 5-in with 8-in traverse, $60. 

Boilers. For the American Radiator Company’s Ideal boilers 
allow approximate figures as follows: rating of 385, steam, 33^ per 
unit equals list price of $127.50; 610 rating, 26j£ equals list of $161; 
1,375 rating, 23^; 410, 35^; 650, 28^.; 1,465, 25j6; 1,615, 27£. 

These figures are for steam, and different makes. The range runs 
38^ for the smaller sizes to 23^ for the larger. But the August, 1922, 
discount was 33 per cent. The net price for the 1,615 was thus 18^. 

The rating as listed is large enough to take care of 60 per cent 
more radiation in square feet. The 1,615, for example, would heat 
2,584 sq ft of radiation as shown in radiators, pipes, and all heating 
surface. 

The hot-water boilers are cheaper than for steam. The expense 
with this system comes with the piping and the extra large radiators. 

The rating of the small boilers times 20<£ equals list price, and 15c 
for the larger sizes. These figures are an average, and to be dis¬ 
counted a third. The rating will take care of 60 per cent more 
radiation in square feet than the figure given, that is, 1,000 sq ft 
of rating will heat 1,600. The radiation being known for both 
steam and hot water a fair approximate figure of the boiler, delivered, 
but not installed, may be had. 

Some of the heavier tubular boilers are listed at 60^ per unit of 
rating, to be discounted 40 per cent equals net 36j£ for steam; 
water, 24j£ to 18^, undiscounted. Add the 60 per cent for square 
feet of radiation. 

Hot Blast. For large shops allow from to 2§j£ per cubic foot 
of space heated. Each installation is a “special,” and the manu¬ 
facturers generally refuse to be quoted on any standard price. 



542 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Table No. 1 

Price Lists 


85% Carbonate of Magnesia Pipe-Covering 
for Wrought Iron Pipes 


Nom- 

ial 

Pipe 

Size 

Thick¬ 

ness 

of 

Stand¬ 

ard 

Cover¬ 

ing 

Price 

per 

Lineal 

Foot 

Can¬ 

vas 

Jack¬ 

eted 

Thick¬ 

ness 

of 

Cover¬ 

ing 

Price 

per 

Lineal 

Foot 

Can¬ 

vas 

Jack¬ 

eted 

Thick¬ 

ness 

of 

Cover¬ 

ing 

Price 

per 

Lineal 

Foot 

Can¬ 

vas 

Jack¬ 

eted 

Dou¬ 

ble 

Layer 

Dou¬ 

ble 

Stand¬ 

ard 

Thick¬ 

ness 

Price 

per 

Lineal 

Foot 

Can¬ 

vas 

Jack¬ 

eted 

Dou¬ 

ble 

Layer 

Total 

Thick¬ 

ness 

3 

Inches 

Price 
per 
Lineal 
Foot 
Can¬ 
vas 
Jack¬ 
et ed 

Inches 

X 

Inches 

X 

$0.22 

Inches 

ix 

$0.46 

Inches 

2 

$0.75 

Inches 

IX 

$0.65 

Inches 

3 

$1.20 

% 

X 

.24 

i X 

.49 

2 

.80 

ix 

.70 

3 

1.35 

1 

X 

.27 

ix 

.52 

2 

.85 

ix 

.75 

3 

1.40 

IX 

X 

.30 

ix 

.56 

2 

.90 

ix 

.80 

3 

1.45 

IX 

X 

.33 

IX 

.60 

2 

.95 

ix 

.85 

3 

1.55 

2 

lfc 

.36 

ix 

.64 

2 

1.00 

2^ 

.90 

3 

1.65 

2^ 

i& 

.40 

ix 

.70 

2 

1.05 

2t6 

1.00 

3 

1.75 

3 

lYn 

.45 

ix 

.76 

2 

1.15 

2* 

1.10 

3 

1.90 

3 X 

% 

.50 

ix 

.82 

2 

1.25 

2^ 

1.20 

3 

2.05 

4 

i X 

.60 

ix 

.88 

2 

1.35 

2X 

1.40 

3 

2.20 

4 X 

IX 

.65 

ix 

.94 

2 

1.45 

2X 

1.50 

3 

2.35 

5 

IX 

.70 

ix 

1.00 

2 

1.55 

2X 

1.60 

3 

2.50 

6 

IX 

.80 

ix 

1.10 

2 

1.70 

2X 

1.80 

3 

2 70 

7 

IX 

1.00 

ix 

1.20 

2 

1.85 

2X 

2.25 

3 

2.90 

8 

IX 

1.10 

ix 

1.35 

2 

2.00 

2X 

2.50 

3 

3.15 

9 

IX 

1.20 

ix 

1.50 

2 

2.20 

2X 

2.70 

3 

3.40 

10 

1 X 

1.30 

ix 

1.65 

2 

2.40 

2X 

2.90 

3 

3.65 

*12 

ix 

1.85 

ix 

1.85 

2 

2.70 

3 

4.10 

3 

4.10 

14 

ix 

2.10 

ix 

2.10 

2 

3.00 

3 

4.60 

3 

4.60 

16 

ix 

2.35 

ix 

2.35 

2 

3.30 

3 

5.10 

3 

5.10 

18 

ix 

2.60 

ix 

2.60 

2 

3.60 

3 

5.60 

3 

5.60 

20 

ix 

2.85 

ix 

2.85 

2 

4.00 

3 

6.00 

3 

6.00 

24 

ix 

3.30 

ix 

3.30 

2 

4.50 

3 

7.00 

3 

7.00 

30 

ix 

4.00 

ix 

4.00 

2 

5.50 

3 

8.40 

3 

8.40 


*A11 coverings larger than 10" furnished in segment form; jackets 
and bands not included. 


Double standard thickness—the inner layer is furnished in sections 
for pipe sizes up to and including 10", and in curved blocks for 
larger sizes. The outer layer is furnished in sections for pipe sizes 
up to and including 8", and in curved blocks for larger sizes. 






























HEATING IN 1923 


543 


See Index for Sturtevant Table 17 with weight of large pipes. 

Furnaces. Allow from $30 to $40 per room complete; one-pipe 
style, $25. On a basis of $1 per hour an average house of 7 rooms 
takes $70 for labor. 

Hot Water. This system takes about $90 per room in a house of 
ordinary size, and some reach beyond that. 

Asbestos Cement. For boiler covering allow on the basis of 
6 lbs to the square foot at 1£ in thick; price, 2 i net per pound for 
the material. 

Labor. For laying 3-in or 4-in pipe in a box several hundred feet 
long without a turn, allow from 5 ft to 6 ft per man per hour includ¬ 
ing the digging of a shallow trench. The lengths are merely to be 
screwed together. No. 2 has about 300 ft of 6 in hung to girders in 
a tunnel; allow about 5 ft per hour per man and helper. When such 
lengths are used an expansion joint is necessary. 

For inside of a building allow for risers, etc., from 8 ft to 10 ft per 
hour for man and helper. The lengths are short and require extra 
labor. A radiator should be connected in 3 hours for steam, which 
is usually connected at only one end; for hot water hours, man 
and helper ought to be sufficient. 

As with all kinds of work short material and angles take most 
labor. The estimator must make allowance for the character of 
the job. Approximately allow 25 per cent of price of material for 
labor. Wages are $1 per hour for fitters, and 60j£ for helpers. 

From 5 ft to 6 ft per hour per man ought to cover digging and 
laying of box for pipe, or for Wyckoff covering, as trench does not 
require to be deep. Allow for pipe. Pipe covering ought to be put 
on at 10 ft per hour for. two men, for small pipe, to 6 ft for the 
largest sizes; but everything depends upon the number of angles. 


CHAPTER XX 


ELECTRIC WORK 

General. For brickwork, stonework, carpentry, and the main 
features of a building, standard rules can be laid down, subject to 
variations as may be required. Electric work is of a more special 
nature, and is left for experts to deal with. Two buildings of 
similar size and design may differ greatly in their electrical equip¬ 
ment. 

Some figures for this work may be found in Chapter II, Part Two, 
and a few are given here; but it is not expected that the ordinary 
appraiser will deal with this branch. In the railroad valuation 
work special men are hired by the Interstate Commerce Com¬ 
mission. 

Manholes. For 5'X5'X7' in clear, $250 to $300; 7'X7'X7', 
$450 to $500; 7'X10'X7', $700 to $800. These prices were based 
on actual 1919 records, and for several of each size. Replacement 
of paving is included. 

For a manhole with 1 to 3 ducts, 5'X3' 6"X4' in clear, $168; 
for 4 to 8 ducts, 5'X3' 6"X5', $186; 9 to 12 ducts, 6'X4'X6', $240; 
13 to 24 ducts, 7'X5'X6', $300. These figures apply to 1923 con¬ 
ditions, replacing paving not included. With a concrete base this 
may be set at $3 to $4 per square yard. 

Engine Houses. • On a 1923 basis allow for light wiring 30 hours 
labor for an electrician and the same for his helper. Total cost per 
stall, $130; per outlet, $28. 

Machine Shops. Allow on a 1923 basis llj£ per square foot of 
ground area for light and power on average sizes from 18,000 to 
24,000 sq ft. For a shop of 85,000 sq ft, and heavier cranes, ma¬ 
chines, etc., 15j£. 

In both engine houses and machine shops wages were 75j£ per 
hour for railroad electricians and 50^ for helpers. 

Motor Wiring. For machines, mains being already put in, 
allow for wiring material and labor $126 for 1 to 5 h p; for 7£ to 10 
h p, $20 per horsepower; for 15 to 30, $18; for 35 to 50, $10 per 
horsepower. Labor, 50 per cent, and material, 50. Motor not 
included, but the setting put in with the wiring. 

544 


ELECTRIC WORK 


545 


Passenger Station. For an average station 100 ft to 125 ft long, 
with plain fixtures, allow $250 to $300. 

Freight Depots. For 100 ft long, plain fixtures or drops, $175 to 

$ 200 . 

Wiring per Outlet. Exposed, $4 to $5; with wood mold, $5 to 
$5.50; concealed knob and tube work, $5.50 to $6; add $2 for each 
switch; for iron conduit in new building, $8 to $9; same in a con¬ 
crete building, $9 to $10. 

For a house of 7 to 8 rooms allow $75 for knob and tube and $100 
for conduit wiring, without fixtures. For each duplex switch add 
$8. For factory lights with ordinary drops allow $4 each. 

Relative Costs. Rigid conduit set at 100; flexible, 80; fireproof 
wood mold, 80; armored cable, 70; hardwood mold, 65; soft wood 
mold, 50; flexible tubing, 40; clay work, 40; knob and tube, 35. 


CHAPTER XXI 

INTERIOR TILING, 1923 


The general contractor usually prepares the base for tile, leaving 
only the necessary thickness for mortar and finish, floor or wall. 
The figures that follow are based upon this system, unless otherwise 
stated. In bathrooms the tiler lays the base. 

Hearths. Allow from $2 to $2.50 per square foot for the average 
style complete with border. 

Floors. Marble tile, 10"X10", $1 per square foot. Tennessee 
marble, 6"X6", with concrete base, $1.10. 

Cement tile and 2 in of concrete base, 10"X10", 60^ per square 
foot. 

Hexagon, white, vitreous, 3 in and concrete base, $1 to $1.10. 

Hex., buff, unglazed, and concrete base, 90j£ per square foot. 

Terrazzo floors from 45^ to 55^ per square foot. 

Glazed tile are worth from 40 $o 60 per cent more than unglazed. 

Glazed wall tile, 3"X6", $1 to $1.20 per square foot. 

Ceramic mosaic floor tile, $1.25 to $1.50 per square foot. 

Letters or numbers, 20j£ each extra. 

Mantel facings might run from $5 to $100. 

Marble base, $1 to $2 set in place. 

Brass foot rail, $3 per foot. 

Bathroom base and cove, $1.20 per square foot. 

Rubber tile from $1.60 to $2.50 per square foot in place. 

Rubber step nosings, $1.50 per linear foot. 

Domes, from $2 to $2.75 per square foot. 

Flat arches lined underneath, $1.90 to $2.25 per square foot. 

Caps for wainscoting, 55^ per linear foot; base, $1. 

Green tile costs about 20 per cent more than white. 

Welsh quarry tile, $1 per square foot laid; domestic, 75jf. 

Linoleum, $1.80 per square yard. 

Marble, Tennessee, on walls, complete, $1.30 per square foot. 

Marble, Tennessee, on floors, complete, 90j£ per square foot. 

Marble, Italian, on walls, complete, $2.10. 

Setting of interior marble, 1923, as all foregoing figures are, came 
to 22^ for floors, 24^ for treads and platforms, 24^ for plain wain¬ 
scot, all per square foot. Base, 6 in to 12 in, 30^ per linear foot. 
Net costs without profit. 


546 


CHAPTER XXII 


ORNAMENTAL IRON WORK 

A description is of no use in estimating this class of work. The 
eye has to be appealed to, and so the illustrations are given. If an 
approximate idea is placed before a valuator he can arrive at a fair 
estimate of even work that varies considerably in design from the 
cut presented. A square or lineal foot price is thus of great value 
in making up preliminary estimates or valuations. 

Prices based on 1913 = 100: See U. S. Table A for metals for 
other years: but Tyler cuts are for 1923 prices. 



■ ' ■ . .‘13 

n a r\ \ m ni fr r y n rvr mi y Tnn a tax t 


I ERECTED A. D. 1909 j 

; .THE GIFT OF 

ANDRE W CAR NEGIE 

' CITY COUNCIL i- 

T.W. COCHRAN. MAYOR 
F. M.MURPHEY M.W. SMITH 

L.S.FIF1ELD . W. C. JORDAN - 

A. H. ENGLISH R.A.STAFFORD 

WHITFIELD ANt) KINC ARCHITECTS 


i 




■ ■ ■©( 


Fig. 76. —“Barnesville” Tablet, Size 2' 6"Xl' 10", $20.00 per Sq. Ft 


547 





548 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



Fig. 77. —Cast Bronze Electric Light Standard, Size 8' 10" High 
Over All. Including Globe, $250 each. In Cast Iron, $150.00 
each. 


"Title’’Tablet, Size V 6"X2' 4", $24.00 per Sq. Ft. 


The prices given cover only the sizes of work as stated. Each 
piece of work is specially designed and the right prices for larger or 
smaller construction cannot, therefore, be reckoned pro ratio from 
the sizes given. 
























ORNAMENTAL IRON WORK 


549 



Fig. 78. —“Nassau County Court House/’ Size 4' 6"X3' 6", 
$50.00 per Sq. Ft. 






























550 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 






jig 

IPiiiil 

( v ' p$M- 

**K' k • w, '“ ; * ■ > <; 1 - 

• ~**4- . 

£ MV j:, . ^ :j 

• • 


;' ' 

w| vi Mk\« ml ^ 



Fig. 79.— “Masonic” Tablet, Size 2' 5£"X6' 2", $15.00 per Sq. Ft. 






ORNAMENTAL IRON WORK 


551 



Fig. 80.—In Ordinary Black Finish, $2.50 per Sq. Ft, 





































































































552 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



SIK 


w. Ton :■! 

ItlkiH'CALL'AOlra'; 

DAVID A M c BR1DL 


Fig. 82.—Iron Grille Doors, 
Size 6' 0"X10' 0", 
$20.00 per Sq. Ft. 


Fig. 81.—“ Freeholder ’ ’ Tablet, 
Size 2' 1"X3' 8", $25.00 per Sq. Ft. 


































ORNAMENTAL IRON WORK 553 



THE PUBLIC LIBRARY \& 

orTHe ' • ■ 

TOWN or MILTON 
—-1904 

JOHN H BROWN 
MAURICE A DUFFY if* 
JESSE-B BAXTER ?»■ 

selectmen 

AMOR L HOLLINGSWORTH I -A 

ORR1N A ANDREWS (» 
JOSEPH^ WHITNEY, If 
RODERICK STEBBINS f|f. 
NATHANIEL T KIDDER ,\{ 
HARRISON O APTHORP ffc 
CHARLES E ROCERSON B 
H HELM CLAYTON ff 
ARTHUR H TUCKER 
TRUSTEES 


Fig. 84. —Eaton Mausoleum 
Door (Cast Bronze), 

Size 3' 9"X8' 5”, 
$35.00 per Sq. Ft. 


Fig. 83.—“Town of Milton” 
Tablet, Size 2' 10” X3' 4§”, 
$30.00 per Sq. Ft. 















554 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



Fig. 85.—Wrought Iron Stair Railing, Residence J. C. Tomlinson 
$27.00 per Lineal Foot, Including Newel. 















ORNAMENTAL IRON WORK 


555 



Fig. 86. —Stair Railing (Wrought Iron), Residence R. Fulton 
Cutting, New York. Wrought Iron Newels, $225.00 each; 
Stair Railing, $30.00 per Lineal Foot, 








556 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



Fig. 87.—Wrought Iron Area Fence, about 5' 0" High, 
$3.00 per Sq. Ft. 



Fig. 88.—Wrought Iron Stair Railing, Residence F. W. Vanderbilt, 
$13.00 per Sq. Ft. 






















































































Fig. 89.—Wrought Iron Transom Grille, Size 5' 4"X3' 0" High, 
$9.00 per Sq. Ft. 



BORN’IN GLAMORGANSHIRE .WALES; I636;DIED 1726 
JUDCE OF THE COMMON PLEAS AND 
A MEMBER OF ASSEMBLY IN PENNSYLVANIA 
AND OF 

BARBARA AUBREY 

HIS WIFE 

BORN 1637-DIED 1710 

AND OF 

BARBARA 

THEIR DAUGHTER 
DIED 1705 - AGED 23,YEARS 
THIS TABLET ERECTED 1904 BY 
THE BEVAN DESCENDANTS IN AMERICA 


Fw. 90.— “Bevan” Tablet, Size 2' 6"X2' 0", $25.00 per Sq. Ft. 






















558 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



Fig. 91—Elevator Car, $300.00 in Black Finish; in Bronze Finish 
30 cents per Sq. Ft. Extra. 













































ORNAMENTAL IRON WORK 


559 


The prices for the following grilles, counter railings, etc., are 
based on the ordinary finishes such as nickel plate, bright silver, 
electro bronze, etc. Silver plating costs more. The material 
estimated on is polished steel. Brass costs about 20 per cent more. 



Fro. 92.—18X27, $21.00. 



Fig. 93.—$5.40 per Sq. Ft. 




























560 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


jj 






LU 

























18 x27 




Fig. 94.—18X27, $5.60. 




Fig. 96.—18X27, $19.60. 


Fig. 97—18X27, $12.60. 









































































ORNAMENTAL IRON WORK 


561 



Fig. 98—Wicket, $15.40. Posts, $9.45 each. Grilles up to 18" 
high. Entire Rails, 36" High. Balance of Metal Work, 
$9.45 per Lineal Foot. 























































































562 APPRAISERS’ AND ADJUSTERS’ HANDWORK 



Fig. 100. —With Bars f" Square, Jet Black Finish, 70 cents per 
Square Foot. Door, $10.00 Extra. Approximately, $1.00 per 
Sq. Ft., Including Everything. Elevator Enclosures Run 
from $1.00 per Sq. Ft. to $5.00, Without Reaching Fine Ones 
of Special Design. 













































ORNAMENTAL IRON WORK 


563 


LIBRARY FITTINGS 


The following figures are given by Snead & Co., Jersey City, for 
this book. As with all such work the conditions in the specifications, 
local wages, freight, etc., change the prices, but a fair idea may be 
gained for a preliminary estimate or a physical valuation from the 
data. 

For straight stack work the price may run from 50 cents to $1 per 
lineal foot of shelving. This is when not exceeding the standard 
height of r 6" or 7'. 

Sheet metal wall shelving without any ornamentation, about 
8" deep and 10' high, costs from S3 to $5 per lineal foot set in places 
Fig. 101 shows this type. The finish is enamel. The rolling ladders 
cost about $15 each, f.o.b., and the track 25 cents per lineal foot, 
set in place. 

Double faced shelving as shown in Figs. 102 and 103 set in place, 
$8 to $9 per lineal foot at 16" wide, and 7' to 7' 6" high. For 10" 
width, or 20", counting both sides, $9 to $10. If stock designs are 
followed it makes little difference whether the ends are plain or 
ornamental. 

Fig. 104 shows a typical example of multiple tier stack construction. 
Plain straight work, tiers 7' to 7' 6", 6 rows of adjustable shelves, 
and one row of solid plate shelves in the height of each tier, set in 
place, $10 to $11 per lineal foot of double range 8" shelves; and 
$11 to $12 for 10". 

Plain sheet steel warehouse shelving about 8" with angle and 
tee iron uprights can be installed for as low as 25 to 30 cents per 
lineal foot of shelving. 

A hand power booklift for three or four stock tiers costs about 
$125 set in place, but not including the enclosure. Per tier of 
extra high, add about $10. Figures based on 1913 rates. Change 
to suit other years by U. S. Metal Table. 


564 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



Eia. 101.—Typo A. 









ORNAMENTAL IRON WORK 


565 



Fig. 102—Type B. 















566 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



Fig. 103.—Type C. 











ORNAMENTAL IRON WORK 


£67 



Fig. 104.—Type D. 


























568 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


The following cuts were supplied by the courtesy of The W. S. 
Tyler Company, Cleveland, Ohio. They are based on 1922-23 
prices, and may be adjusted to suit other years by using the U. S. • 
Table showing the rise or fall of metal. See page xi. 













ORNAMENTAL IRON WORK 569 


28"X43", $300. 


9" diam., $34. 


30" diam., $160. 


Fig. 106. 









570 


APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



24"X17£", $90. 


























ORNAMENTAL IRON WORK 


571 



9"X10", $59. 


16 ,, X20", $74. 


Fig. 10G.— Continued: 












572 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



36"X24", $149. 



15"X19", $255. 
Fig. 106.— Continued. 











TYPICAL BUILDINGS ANALYZED 


573 



No. 1.—Immanuel Hospital, Omaha, Neb. 



No. 2.—Fire-proof Wing to State Hospital, Lincoln, Neb. 









No. 4.—Electric Light Building, Omaha. 









No. 5.—Manderson Block, Omaha. 



No. 6.—Harris and Fisher Blocks, Omaha. 















576 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



No. 8. O. S. L. Machine, Boiler and Blacksmith Shop, Pocatello, Ida. 150'X486'. 






TYPICAL BUILDINGS ANALYZED 


577 



No. 9.—Presbyterian Seminary, Omaha. 


* 



No. 10.—Block of Flats, Omaha. 







578 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 



No. 11.—Roof of Passenger Station. 



No. 12.-—Bancroft School, Omaha. 













































TYPICAL BUILDINGS ANALYZED 


579 



No. 13.—Half of Steel Framework of U. P. R. R. Machine Shop, 
Omaha. 150'X398'. 



No. 14.—Part of Steel Framework of U. P. R. R. Boiler Shop, 

Omaha. 












CHAPTER XXIII 

WEIGHTS AND MEASURES 

PROPERTIES OF THE CIRCLE 

Diam X 3.14159 = circumference. 

Diana X .8862 =side of an equal sq. 

Diam X .7071 =side of an inscribed sq. 

Diam 2 X .7854 = area of a circle. 

Radius X 6.28318 = circumference. 

Circumference -f- 3.14159 = diam. 

1st. The circle contains a greater area than any plane figure, bounded by 
an equal perimeter or outline. 

2d. The areas of circles are to each other as the sq of their diam. 

3d. Any circle whose diam is double that of another contains four times 
the area of the other. 

4th. Area of a circle is equal to the area of a triangle whose base equals 
the circumference, and perpendicular equals the radius. 


TABLE OF DECIMAL EQUIVALENTS 
8THS 


1/8 equals. 


5/8 equals. 

. .625 

1/4 equals. 


3/4 equals. 


3/8 equals. 

.375 

7/8 equals. 

.875 

1/2 equals. 





16THS 


1/16 equals. 


9/16 equals. 


3/16 equals. 


11/16 equals. 

.....6875 

5/16 equals. 


13/16 equals. 

. .8125 

7/16 equals. 

.4375 

15/16 equals. 

. .9375 


32DS 


1/32 equals. 


17/32 equals. 


3/32 equals. 


19/32 eqpals. 

.59375 

5/32 equals. 


21/32 equals. 

.65625 

7/32 equals. 

.21875 

23/32 equals. 


9/32 equals. 

..28125 

25/32 equals. 

. .78125 

11/32 equals. 

.34375 

27/32 equals. 


13/32 equals. 


29/32 equals. 


15/32 equals. 


31/32 equals. 



580 

































WEIGHTS AND MEASURES 


581 


Table of Decimal Equivalents—Continued 
64THS 


1/64 equals.015625 

3/64 equals.046875 

5/64 equals.078125 

7/64 equals.109375 

9/64 equals.140625 

11/64 equals.171875 

13/64 equals.203125 

15/64 equals.234375 

17/64 equals.265625 

19/64 equals.296875 

21/64 equals.328125 

23/64 equals.359375 

25/64 equals.390625 

27/64 equals.421875 

29/64 equals.453124 

31/64 equals.484375 


33/64 equals. 


35/64 equals. 


37/64 equals. 


39/64 equals. 

.609375 

41/64 equals. 

. .640625 

43/64 equals. 

.671875 

45/64 equals. 

.703125 

47/64 equals. 

. .734375 

49/64 equals. 

.765625 

51/64 equals. 

.796875 

53/64 equals. 

.828125 

55/64 equals. 

.859375 

57/64 equals. 

.890625 

59/64 equals. 

.921875 

61/64 equals. 

. .953125 

63/64 equals. 

.984375 


USEFUL MEMORANDA AND TABLES 


1 ci of Cast Iron weighs. 0.26 lbs 

1 ci of Wrought Iron weighs. 0.28 lbs 

1 ci of Water weighs.036 lbs 

1 cf of Water weighs. 62.321 lbs 

1 United States gall weighs. 8.33 lbs 

1 Imperial gall weighs. 10. lbs 

l United States gall equals.231. ci 

1 Imperial gall equals.277.274 ci 

1 cf of Water equals. 7.48 U. S. gall 


CONVENIENT MULTIPLES 

For the side of an equal sq of a circle, mult diam by .8862. For the surf 
of a sphere, mult sq of diam by 3.1446. For the Solidity of a sphere, mult 
cube of diam by .5236. For the side of an inscribed cube, mult the radius 
of a sphere by 1.1547. The area of the base of a pyramid, or cone, whether 
round, sq or triangular, mult by one-third of its height, equals the solidity. 
The base of a triangle mult by half the height equals the area. 


RULE 

For finding the weight of castings or forgings by the weight 
of their patterns. 


Mult the weight of the wp pattern by 
16 for cast iron, 

17.1 for wrt iron, 

17.3 for steel, 

18 for copper, 

»nd the product is the weight of the casting, 


25 for lead, 
12.2 for tin, 

13 for brass, 
11.4 for zinc, 











































am 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

32 

33 

34 

35 

36 

37 

38 

39 

40 

41 

42 

43 

44 

45 

46 

47 

48 

49 

50 

51 

52 

53 

54 

55 

56 

57 

58 

59 

60 

61 

62 


PPRAISERS’ 


AND ADJUSTERS’ HANDBOOK 


RCUMFERENCES AND AREAS OF CIRCLES 


Circum 

Area 

Diam 

Circum 

Area 

3.1416 

.7854 

64 • 

201.06 

3216.99 

6.2832 

3.1416 

65 

204.20 

3318.31 

9.4248 

7.0686 

66 

207.34 

3421.19 

12.5664 

12.5664 

67 

210.49 

3525.65 

15.7080 

19.635 

68 

213.63 

3631.68 

18.850 

28.274 

69 

216.77 

3739.28 

21.991 

38.485 

70 

219.91 

3848.45 

25.133 

50.266 

71 

223.05 

3959.19 

28.274 

63.617 

72 

226.19 

4071.50 

31.416 

78.540 

73 

229.34 

4185.39 

34.558 

95.033 

74 

232.48 

4300.84 

37.699 

113.1 

75 

235.62 

4417.86 

40.841 

132.73 

76 

238.76 

4536.46 

43.982 

153.94 

77 

241.90 

4656.63 

47.124 

176.71 

78 

245.04 

4778.36 

50.265 

201.06 

79 

248.19 

4901.67 

53.407 

226.98 

80 

251.33 

5026.55 

56.549 

254.47 

81 

254.47 

5153. 

59.690 

283.53 

82 

257.61 

5281.02 

62.832 

314.16 

83 

260.75 

5410.61 

65.973 

346.36 

84 

263.89 

5541.77 

69.115 

380.13 

85 

267.04 

5674.50 

72.257 

415.48 

86 

270.18 

5808.80 

75.398 

452.39 

87 

273.32 

5944.68 

78.540 

490.87 

88 

276.46 

6082.12 

81.681 

530.93 

89 

279.60 

6221.14 

84.823 

572.56 

90 

282.74 

6361.73 

87.965 

615.75 

91 

285.88 

6503.88 

91.106 

660.52 

92 

289.03 

6647.61 

94.248 

706.86 

93 

292.17 

6792.91 

97.389 

754.77 

94 

295.31 

6939.78 

100.53 

804.25 

95 

298.45 

7088.22 

103.67 

855.30 

96 

301.59 

7238.23 

106.81 

907.92 

97 

304.73 

7339.81 

109.96 

962.11 

98 

307.88 

7542.96 

113.10 

1017.88 

99 

311.02 

7697.69 

116.24 

1075.21 

100 

314.16 

7853.98 

119.38 

1134.11 

101 

317.30 

8011.85 

122.52 

1194.59 

102 

320.44 

8171.28 

125.66 

1256.64 

103 

323.58 

8332.29 

128.81 

1320.25 

104 

326.73 

8494.87 

131.95 

1385.44 

105 

329.87 

8659.01 

135.09 

1452.20 

106 

333.01 

8824.73 

138.23 

1520.53 

107 

336.15 

8992.02 

141.37 

1590.43 

108 

339.29 

9160.88 

144.51 

1661.90 

109 

342.43 

9331.32 

147.65 

1734.94 

110 

345.58 

9503.32 

150.80 

1809.56 

111 

348.72 

9676.89 

153.94 

1885.74 

112 

351.86 

9852.03 

157.08 

1963.50 

113 

355. 

10028.75 

160.22 

2042.82 

114 

358.14 

10207.03 

163.36 

2123.72 

115 

361.28 

10386.89 

166.50 

2206.18 

116 

364.42 

10568.32 

169.65 

2290.22 

117 

367.57 

10751.32 

172.79 

2375.83 

118 

370.71 

10935.88 

175.93 

2463.01 

119 

373.85 

11122.02 

179.07 

2551.76 

120 

376.99 

11309.73 

182.21 

2642.08 

121 

380.13 

11499.01 

185.35 

2733.97 

122 

383.27 

11689.87 

188.50 

2827.43 

123 

386.42 

11882.29 

191.64 

2922.47 

124 

389.56 

12076.28 

194.78 

3019.07 

125 

392.70 

12271.85 

197.92 

3117.25 

126 

395.84 

12468.98 















WEIGHTS AND MEASURES 


583 


Table No. 19 

(Sturtevant) 

Areas of Circles and lengths of the sides of squares of the same area 


Diam. 

of 

Circle 

in 

Inches 

Area of 
Circle in 
Square 
Inches 

Sides of 
Square of 
Same 
Area in 
Square 
Inches 

Diam. 

of 

Circle 

in 

Inches 

Area of 
Circle in 
Square 
Inches 

Sides of 
Square of 
Same 
Area in 
Square 
Inches 

Diam. 

of 

Circle 

in 

Inches 

Area of 
Circle in 
Square 
Inches 

Sides of 
Square of 
Same 
Area in 
Square 
Inches 

1. 

.785 

.89 

21. 

346.36 

18.61 

41. 

1320.26 

36.34 

A 

1.767 

1.33 

A 

363.03 

19.05 

A 

1352.66 

36.78 

2. 

3.142 

1.77 

22. 

380.13 

19.50 

42. 

1385.45 

37.22 

A 

4.909 

2.22 

A 

397.61 

19.94 

A 

1418.63 

37.66 

3. 

7.069 

2. X 

23. 

415.48 

20.38 

43. 

1452.20 

38.11 

A 

9.621 

3.10 

A 

433.74 

20.83 

A 

1486.17 

38.55 

4. 

12.566 

3.54 

24. 

452.39 

21.27 

44. 

1520.53 

38 99 

A 

15.904 

3.99 

A 

471.44 

21.71 

A 

1555.29 

39.44 

5. 

19.635 

4.43 

25. 

490.88 

22.16 

45. 

1590.43 

39.88 

A 

23.758 

4.87 

A 

510.71 

22.60 

A 

1625.97 

40.32 

6. 

23.274 

5.32 

26. 

530.93 

23.04 

46. 

1661.91 

40.77 

A 

33.183 

5.76 

A 

551.55 

23.49 

A 

1698.23 

41.21 

7. 

38.485 

6.20 

27. 

572.56 

23.93 

47. 

1734.95 

41.65 

A 

44.179 

6.65 

A 

593.96 

24.37 

A 

1772.06 

42.10 

8. 

50.266 

7.09 

28. 

615.75 

24.81 

48. 

1809.56 

42.58 

A 

53.74 r 

7.53 

A 

637.94 

- 25.26 

A 

1847.46 

42.98 

9. 

63.617 

7.98 

29. 

660.52 

25.70 

49. 

1885.75 

43.43 

A 

70.8C2 

8.42 

A 

683.49 

26.14 

A 

1924.43 

43.87 

10. 

78.540 

8.86 

30. 

706.86 

26.59 

50. 

1963.50 

44.31 

A 

86.590 

9.30 

A 

730.62 

27.03 

A 

2002.97 

44.75 

ll. 

95.03 

9.75 

31. 

754.77 

27.47 

51. 

2042.83 

45.20 

1 

103.87 

10.19 

A 

779.31 

27.92 

A 

2083.08 

45.64 

12.' 3 

113.10 

10.63 

32. 

804.25 

28.36 

52. 

2123.72 

46.08 

A 

122.72 

11.08 

A 

829.58 

28.80 

A 

2164.76 

46.53 

13. 

132.73 

11.52 

33. 

855.30 

29.25 

53. 

2206.19 

46.97 

A 

143.14 

11.96 

A 

881.41 

29.69 

A 

2248.01 

47.41 

14. 

153.94 

12.41 

34. 

907.92 

30.13 

54. 

2290.23 

47.86 

A 

165.13 

12.85 

A 

934.82 

30.57 

A 

2332.83 

48.30 

15. 

176.72 

13.29 

35. 

962.11 

31.02 

55. 

2375.83 

48.74 

A 

188.69 

13.74 

A 

989.80 

31.46 

A 

2419.23 

49.19 

16. 

201.06 

14.18 

36. 

1017.88 

31.90 

56 

2463.01 

49.63 

i 

213.83 

14.62 

A 

1046.35 

32.35 

A 

2507.19 

50.07 

17. 

226.98 

15.07 

37. 

1075.21 

32.79 

57. 

2551.76 

50.51 

A 

240.53 

15.51 

A 

1104.47 

33.23 

A 

2596.73 

50.96 

18. 

254.47 

15.95 

38. 

1134.12 

33.68 

58. 

2642.09 

51.40 

A 

268.80 

16.40 

A 

1164.16 

34.12 

A 

2687.84 

51.84 

19. 

2^3.53 

16.84 

39. 

1194.59 

34.56 

59. 

2733.98 

52.29 

A 

298.65 

17.28 

A 

1225.42 

35.01 

A 

2780.51 

52.73 

20. 

314.16 

17.72 

40. 

1256.64 

35.45 

60. 

2827.74 

53.17 

A 

330.06 

18.17 

A 

1288.25 

35.89 

A 

2874.76 

53.62 
























584 APPARISERS’ AND ADJUSTERS’ HANDBOOK 


SQUARE FEET OF RADIATING SURFACE OF PIPE 
PER LINEAL FOOT 

On all lengths over one foot, fractions less than tenths are added 
to or dropped. 


o&h 

o 

3 

1 

H 


2 

2 \ 

3 

1 

4 

1 

5 

6 

7 

.8 

1 

.275 

.346 

.434 

.494 

.622 

.753 

.916 

1.175 

1.455 

1.739 

1.996 

2.257 

2 

.5 

.7 

.9 

1. 

1.2 

1.5 

1.8 

2.4 

2.9 

3.5 

4. 

4.5 

3 

.8 

1. 

1.3 

1.5 

1.9 

2.3 

2.7 

3.5 

4.4 

5.2 

6. 

6.8 

4 

1.1 

1.4 

1.7 

2. 

2.5 

3. 

3.6 

4.7 

5.8 

7. 

8. 

9. 

5 

1.4 

1.7 

2.2 

2.4 

3.1 

3.8 

4.6 

5.8 

7.3 

7.7 

10. 

11.3 

6 

1.6 

2.1 

2.6 

2.9 

3.7 

4.5 

5.5 

7. 

8.7 

10.5 

12. 

13.5 

7 

1.9 

2.4 

3. 

3.4 

4.4 

5.3 

6.4 

8.2 

10.2 

12.1 

14. 

15.8 

8 

2.2 

2.8 

3.5 

3.9 

5. 

6. 

7.3 

9.4 

11.6 

13.9 

16. 

18. 

9 

2.5 

3.1 

3.9 

4.4 

5.6 

6.8 

8.2 

10.6 

13.1 

15.7 

18. 

20.3 

10 

2.7 

3.5 

4.3 

4.9 

6.2 

7.5 

9.1 

11.8 

14.6 

17.4 

20. 

22.6| 

11 

3. 

3.8 

4.8 

5.4 

6.8 

8.3 

10. 

12.9 

16. 

19.1 

22. 

24.9 

12 

3.3 

4.1 

5.2 

5.9 

7.5 

9. 

11. 

14.1 

17.4 

20.9 

24. 

27.1 

13 

3.6 

4.5 

5.6 

6.4 

8.1 

9.8 

11.9 

15.3 

18.9 

22.6 

26. 

29.4 

14 

3.8 

4.8 

6.1 

6.9 

8.7 

10.5 

12.8 

16.5 

20.3 

24.3 

28. 

31.6 

15 

4.1 

5.2 

6.5 

7.4 

9.3 

11.3 

13.7 

17.6 

21.8 

26.1 

30. 

33.9 

16 

4.4 

5.5 

6.9 

7.9 

10. 

12. 

14.6 

18.8 

23.2 

27.8 

32. 

36.1 

17 

4.7 

5.9 

7.4 

8.4 

10.6 

12.8 

15.5 

20. 

24.7 

29.5 

34. 

38.4 

18 

5. 

6.2 

7.8 

8.9 

11.2 

13.5 

16.5 

21.2 

26.2 

31.3 

36. 

40.6 

19 

5.2 

6.6 

8.3 

9.4 

11.8 

14.3 

17.4 

22.3 

27.6 

33.1 

38. 

42.9 

20 

5.5 

6.9 

8.7 

9.9 

12.5 

15. 

18.3 

23.5 

29.1 

34.8 

40. 

45.2 

21 

5.8 

7.3 

9.1 

10.4 

13. 

15.8 

19.2 

24.7 

30.5 

36.5 

42. 

47.4 

22 

6. 

7.6 

9.6 

10.9 

13.7 

16.5 

20.2 

25.9 

32. 

38.3 

44. 

49.7 

23 

6.3 

8. 

10. 

11.3 

14.3 

17.3 

21.1 

27. 

33.5 

40. 

46. 

52. 

24 

6.6 

8.3 

10.4 

11.9 

14.9 

18. 

22. 

28.2 

34.9 

41.7 

48. 

.54.2 

25 

6.9 

8.6 

10.9 

12.3 

15.6 

18.8 

22.9 

29.3 

36.3 

43.5 

50. 

56.4 

26 

7.1 

9. 

11.3 

12.8 

16.2 

19.5 

23.8 

30.5 

37.8 

45.2 

52. 

58.6 

27 

7.4 

9.4 

11.7 

13.3 

16.8 

20.3 

24.7 

31.7 

39.3 

47. 

54. 

61. 

28 

7.7 

9.7 

12.2 

13.8 

17.4 

21. 

25.6 

32.9 

40.7 

48.7 

56. 

63.2 

29 

8. 

10. 

12.6 

14.3 

18. 

21.8 

26.6 

34.1 

42.2 

50,4 

58. 

65.5 

30 

8.3 

10.4 

13. 

14.8 

18.7 

22.5 

27.5 

35.3 

43.6 

52.1 

60. 

67.7 

31 

8.5 

10.7 

13.5 

15.3 

19.3 

23.3 

28.4 

36.4 

45.1 

53.9 

62. 

70. 

32 

8.8 

11.1 

13.9 

15.8 

19.9 

24.1 

29.3 

37.6 

46.5 

55.6 

64. 

72.2 

33 

9.1 

11.4 

14.3 

16.3 

20.5 

24.8 

30.2 

38.8 

48. 

57.4 

66. 

74.4 

34 

9.4 

11.7 

14.7 

16.8 

21.2 

25.6 

31.1 

40. 

49.5 

59.1 

68. 

76.7 

35 

9.6 

12.1 

15.2 

17.3 

21.8 

26.3 

32. 

41.1 

50.9 

60.8 

70. 

79. 

36 

9.9 

12.5 

15.6 

17.8 

22.4 

27. 

33. 

42.3 

52.4 

62.6 

72. 

81.3 

37 

10.2 

12.8 

16.1 

18.3 

23. 

27.8 

33.9 

43.5 

53.8 

64.3 

74. 

83.5 

38 

10.5 

13.2 

16.5 

18.8 

23.7 

28.5 

34.8 

44.6 

55.2 

66. 

76. 

85.8 

39 

10.7 

13.5 

16.9 

19.3 

24.3 

29.3 

35.7 

45.8 

56.7 

67.8 

78. 

88, 

40 

11. 

13.8 

17.4 

19.8 

24.9 

30.1 

36.6 

47. 

58.2 

69.5 

80. 

90.2 

41 

11.3 

14.2 

17.8 

20.3 

25.5 

30.8 

37.6 

48.2 

59.6 

71.3 

82. 

92.5 

42 

11.5 

14.5 

18.2 

20.8 

26.1 

31.6 

38.5 

49.4 

61.1 

73. 

84. 

94.8 

43 

11.8 

14.9 

18.7 

21.3 

26.8 

32.3 

39.4 

50.6 

62.5 

74.8 

86. 

97. 

44 

12.1 

15.2 

19.1 

21.8 

27.4 

33.1 

40.3 

51.7 

64. 

76.5 

88. 

99.3 

45 

12.4 

15.6 

19.5 

22.2 

28. 

33.8 

41.2 

52.9 

65.5 

78.2 

90. 

101.6 

46 

12.7 

15.9 

20. 

22.7 

28.6 

34.6 

42.2 

54. 

67. 

80. 

92. 

103.8 

47 

12.9 

16.3 

20.4 

23.2 

29.2 

35.3 

43. 

55.2 

68.4 

81.7 

94. 

106. 

48 

13.2 

16.6 

20.8 

23.7 

29.9 

36.1 

43.9 

56.4 

69.8 

83.5 

96. 

108.4 

49 

13.5 

17. 

21.3 

24.2 

30.5 

36.8 

44.8 

57.6 

71.2 

85.1 

98. 

110.5 

50 

13.8 

17.3 

21.7 

24.7 

31.1 

37.6 

45.8 

58.7 

72.7 

87. 

100. 

112.8 


Note: The figure given after the decimal point represents so many inches and 
Dot the deoimal part of feet. 




























WEIGHTS AND MEASURES 


585 


U. S. GALL IN ROUND TANKS 

For One Ft in Depth 


Diam 

of 

Tanks 

No. 

U. S. 
Gall 

CF and 
Area in 
SF 

Diam 

of 

Tanks 

No. 

U. S. 
Gall 

CF and 
Area in 
SF 

Diam 

of 

Tanks 

No. 1 
U. S. 
Gall 

CF and 
Area in 
SF 

1' 


5.87 

.785 

5' 

8" 

188.66 

25.22 

19' 


2120.90 

283.53 

r 

1" 

6.89 

.922 

5' 

9" 

194.25 

25.97 

19' 

3" : 

2177.10 

291.04 

T 

2" 

8. 

1.069 

5' 

10" 

199.92 

26.73 

19' 

6" : 

2234. 

298.65 

1' 

3" 

9.18 

1.227 

5' 

11" 

205.67 

27.49 

19' 

9" 

2291.70 

306.35 

v 

4" 

10.44 

1.396 

6' 


211.51 

28.27 

20' 


2350.10 

314.16 

1' 

5* 

11.79 

1.576 

6' 

3" 

229.50 

30.68 

20' 

3" 

2409.20 

322.06 

1 

6" 

13.22 

1.767 

6' 

6" 

248.23 

33.18 

20' 

6" 

2469.10 

330.06 

i' 

7" 

14.73 

1.969 

6' 

9" 

267.69 

35.78 

20' 

9" 

2529.60 

338.16 

1' 

8" 

16.32 

2.182 

7' 


287.88 

38.48 

21' 


2591. 

346.36 

1 

9" 

17.99 

2.405 

V 

3" 

308.81 

41.28 

21' 

3" 

2653. 

354.66 

1' 

10" 

19.75 

2.640 

T 

6" 

330.48 

44.18 

21' 

6" 

2715.80 

363.05 

1' 

11" 

21.58 

2.885 

V 

9" 

352.88 

47.17 

21' 

9" 

2779.30 

371.54 

2' 


23.50 

3.142 

8' 


376.01 

50.27 

22' 


2843.60 

380.13 

2’ 

1" 

25.50 

3.409 

8' 

3" 

399'88 

53.46 

22' 

3" 

2908.60 

388.82 

2 ' 

2" 

27.58 

3.687 

8' 

6" 

424.48 

56.75 

22' 

6" 

2974.30 

397.61 

2' 

3" 

29.74 

3.976 

8' 

9" 

449.82 

60.13 

22' 

9" 

3040.80 

406.49 

2' 

4" 

31.99 

4.276 

9' 


475.89 

63.62 

23' 


3108. 

415.48 

2' 

5" 

34.31 

4.587 

9' 

3" 

502.70 

67.20 

23' 

3" 

3175.90 

424.56 

2' 

6" 

36.72 

4.909 

9' 

6" 

530.24 

70.88 

23' 

6" 

3244.60 

433.74 

2' 

7" 

39.21 

5.241 

9' 

9" 

558.51 

74.66 

23' 

9" 

3314. 

443.01 

2' 

8" 

41.78 

5.585 

10' 


587.52 

78.54 

24' 


3384.10 

452.39 

2' 

9" 

44.43 

5.940 

10' 

3" 

617.26 

82.52 

24' 

3" 

3455. 

461.86 

2’ 

10" 

47.16 

6.305 

10' 

6" 

640.74 

86.59 

24' 

6" 

3526.60 

471.44 

2' 

11" 

49.98 

6.681 

10' 

9" 

678.95 

90.76 

24' 

9" 

3598.90 

481.11 

3' 


52.88 

7.069 

11' 


710.90 

95.03 

25' 


3672. 

490.87 

3' 

1" 

55.86 

7.467 

11' 

3" 

743.58 

99.40 

25' 

3" 

3745.80 

500.74 

3' 

2" 

58.92 

7.876 

11' 

6" 

776.99 

103.87 

25' 

6" 

3820.30 

510.71 

3' 

3" 

62.06 

8.296 

11' 

9" 

811.14 

108.43 

25' 

9" 

3895.60 

520.77 

3' 

4" 

65.28 

8.727 

12' 


846.03 

113.10 

26' 


3971.60 

530.93 

3' 

5" 

68.58 

9.168 

12' 

3" 

881.65 

117.86 

26' 

3" 

4048.40 

541.19 

3' 

6" 

71.97 

9.621 

12' 

6" 

918. 

122.72 

26' 

6" 

4125.90 

551.55 

3' 

7" 

75.44 

10.085 

12' 

9" 

955.09 

127.68 

26' 

9" 

4204.10 

562. 

3' 

8" 

78.99 

10.559 

1 13' 


992.91 

132.73 

27' 


4283. 

572.66 

3' 

9" 

82.62 

11.045 

13' 

3" 

1031.50 

137.89 

27' 

3" 

4362.70 

583.21 

3' 

10" 

86.33 

11.541 

13' 

6" 

1070.80 

143.14 

27' 

6" 

4443.10 

593.96 

3' 

11" 

90.13 

12.048 

13' 

9" 

1110.80 

148.49 

27' 

9" 

4524.30 

604.81 

4' 


94. 

12.566 

14' 


1151.50 

153.94 

28' 


4606.20 

615.75 

4' 

1" 

97.96 

13.095 

14' 

3" 

1193. 

159.48 

28' 

3" 

4688.80 

626.80 

4' 

2" 

102. 

13.635 

14' 

6" 

1235.30 

165.13 

28' 

6" 

4772.10 

637.94 

4 ’ 

3" 

106.12 

14.186 

14' 

9" 

1278.20 

170.87 

28' 

9" 

4856.20 

649.18 

4 ' 

4" 

110.32 

14.748 

15' 


1321.90 

176.71 

29' 


4941. 

660.52 

4 ' 

5" 

114.61 

15.321 

15' 

3" 

1366.40 

182.65 

29' 

3" 

5026.60 

671.96 

4 ' 

6" 

118.97 

15.90 

15' 

6" 

1411.50 

188.69 

29' 

6" 

5112.90 

683.49 

4' 

7" 

123.42 

16.50 

15' 

9" 

1457.40 

194.83 

29' 

9" 

5199.90 

695.13 

4 ' 

8" 

127.95 

17.10 

16' 


1504.10 

201.06 

30' 


5287.70 

706.86 

4 ' 

9" 

132.56 

17.72 

16' 

3" 

1551.40 

207.39 

30' 

3" 

5376.20 

718.69 

4' 

10 * 

137.25 

18.35 

16' 

6" 

1599.50 

213.82 

30' 

6" 

5465.40 

730.62 

4' 

11" 

142.02 

18.99 

16' 

9" 

1648.40 

220.35 

30' 

9" 

5555.40 

742.64 

5' 


146.88 

19.63 

17' 


1697.90 

226.98 

31' 


5646.10 

754.77 

5' 

1" 

151.82 

20.29 

17' 

3" 

1748.20 

233.71 

31' 

3" 

5737.50 

766.99 

5' 

2" 

156.83 

20.97 

17' 

6" 

1799.30 

240.53 

31' 

6" 

5829.70 

1 779.31 

5' 

3" 

161.93 

21.65 

17' 

9" 

1851.10 

247.45 

31' 

9" 

5922.60 

1 791.73 

5' 

4" 

167.12 

22.34 

18' 


1903.60 

254.47 

32' 


6016.20 

l 804.25 

5' 

5" 

172.38 

23.04 

18' 

3" 

1956.80 

261.59 

32' 

3" 

6110.60 

1 816.86 

5' 

6" 

177.72 

23.76 

18' 

6" 

2010.80 

268.80 

32' 

6" 

6205.7C 

1 829.58 

5' 

7" 

183.15 

24.48 

18' 

9" 

2065.50 

1 276.12 

32' 

9" 

6301.5U 


314 uau to 1 cdi . . , | * 

To find the capacity of tanks greater than the largest given in the table, look 
in the table for a tank of one-half of the given size and mult its capacity by 
or one of one-third ita size and mult its capacity by 9, etc. 



































580 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Capacity in Gals per Lin Ft of Cylinders 


Diam. 

Capacity 

Diam. 

Capacity 

Diam. 

Capacity 

Diam. 

Capacity 

33 

6308 

50 

14688 

67 

26374 

84 

41455 

34 

6792 

51 

15281 

68 

27167 

85 

42488 

35 

7197 

52 

.15887 

69 

27972 

86 

43453 

36 

7614 

53 

16503 

70 

28788 

87 

44469 

37 

8043 

54 

17132 

71 

29617 

88 

45498 

38 

8484 

55 

17772 

72 

30457 

89 

46537 

39 

8936 

56 

18425 

73 

31309 

90 

47589 

40 

9400 

57 

19089 

74 

32173 

91 

48653 

41 

9876 

58 

19764 

75 

33048 

92 

49727 

42 

10364 

59 

20452 

76 

33935 

93 

50815 

43 

10863 

60 

21151 

77 

34834 

94 

51913 

44 

11374 

61 

21862 

78 

35745 

95 

53024 

45 

11897 

62 

22584 

79 

36667 

96 

54146 

46 

12432 

63 

23319 

80 

37601 

97 

55280 

47 

12978 

64 

24065 

81 

38547 

98 

56425 

48 

13536 

65 

24823 

82 

39505 

99 

57583 

49 

14106 

66 

25592 

83 

40474 

100 

58752 


Capacity in Gals of Tank Bottoms 


Diam. 

Feet 

Hemispher¬ 
ical Bottom 

Elliptical 

Bottom 

Diam. 

Feet 

Hemispher¬ 
ical Bottom 

Elliptical 

Bottom 

13 

4303 

2151 

32 

64170 

32085 

14 

5376 

2688 

33 

70378 

35189 

15 

6610 

3305 

34 

76976 

3848S 

16 

8021 

4011 

35 

83965 

41983 

17 

9622 

4811 

36 

91368 

45684 

18 

11424 

5712 

37 

99197 

49599 

19 

13433 

6717 

38 

107464 

53732 

20 

15666 

7833 

39 

116168 

58084 

21 

18137 

9069 

40 

125333 

62667 

22 

20856 

10428 

41 

134972 

67486 

23 

23828 

11914 

42 

145096 

72548 

24 

27072 

13536 

43 

155703 

77851 

25 

30600 

15300 

44 

166819 

83410 

26 

34424 

17212 

45 

178455 

89228 

27 

38547 

19274 

46 

190624 

95312 

28 

42989 

21495 

47 

203322 

101661 

29 

47763 

23881 

48 

216576 

108288 

30 

52880 

26440 

49 

230398 

115199 

31 

58342 

29171 

50 

244800 

122400 


The capacities for elliptical bottoms hold good only when the 

depth is one quarter the diameter. 































NUMBER OF U. S. GALL IN RECTANGULAR TANKS 


WEIGHTS AND MEASURES 


587 


a « 
£ ® 


WHqfljflOblO^MNHO 
ci^OWCOMOOMOOMOOW 
<0'H 
N « M 


^ IQ IQ <0 O 


h N h W N N h 

O IQ O) tC 00 O O 

00 CO 00 05 05 —< rH 


IQ CO 00 05 O 


IQ CO 05 O - 

OqqOrHrHiHtHfH 

eiwooHtihowd^eiiaoSH 

hHiQOTftOOMl'-HlQO^CON 

H^MWWW^rfiKJiOOCOOb' 


r-r-tOO^HXCOt-HlOCn^ 

iQ^CDOHW^iQfCOOJH 

^iQiQODOiOHdw^lOt^ 

COOTXOJNt-HiOOiNt' 


5 CO t- 05 

h h :i C5 oi d ci ci ci ci 

^ b» O W CD 05 

b* H C O ^ CO 

lr* 00 00 05 05 05 


1C f 


o r* 


Cl C l Cl CO CO ^ 


CO CO t- h 00 CO C5 


^^qcjioooqwcoc) 

wcicindoiosco^co 

lQ05Mt-H^ICOC5CDO 
CO CO IQ IQ 1(0 gQ go t> 


co o x w cq o tij 

05 1^ ^ rH 05 go* rH 

^ 00 Cl *X 05 CO h H 

H h ci Cl C l CO CO ^ 


^ ^ IQ IQ iQ 

co 6 oo w o o 

CO H 00 IO W d -X 

Cl CD 05 W h h ^ 

IQ iQ IQ gQ gQ t- h 


Cl l- CO 00 


go 05 CO go O CO b- 


ClOlCOCOCO^TH^iQlQgOgOO 


CD CO 05 CO CO 05 

rfJ 00 ci IQ 05 d 

CO go O CO go o 

_h r H c i d d c o 

l- d IQ Tft CO 


rH rH tH ci d d 


go d 05 IQ 


T» IQ IQ IQ CO 


CO CO ^ ^ ^ IQ IQ 


rHCOlQt-Od^gO 
CO IQ Tl| CO CQ N H o 
05 05 05 05 
* * d iQ 
d CO CO 


^ h O CO CO 


r-.gor-igoi-it-di'-d 
Cl Cl CO CO ^ T)J iQ IQ CO 

cioooco^cidooco 

H^goosdificoow 

r-l^rHrHdddCOCO 


b- d oo 
q b- 
^ ci 6 

go 05 Cl 
CO CO ^ 


CO'-*C5L-lQCOClOOOO^ 

t-qod^qqq*Hqq 
-^dr-cdoiiQf-ioo^dgd 
C CO |Q 00 o co go CO H go 

H H h H 01 d Cl Cl CO CO 05 


K5 CO h* CO 05 O 


rjl 00 H t- O 


-h rH d d d d co 


r- h co o 

C5 rjl 00 CO 
rH gd 05 
O Cl rt« go 

d d ci d 


co o t' m h 


d CO TH o 


rH rH rH d d 


00 IQ Cl C5 CO 

^ co ci o 05 

l- 05 H CO ^ 


Cl CO 0) d |Q 


CD IQ m m 

CO ^ IQ go 

ci IQ CO H 

iq go <r. 

oo o d 

00 H w 
go ^ 


JO q^piAi 


-« « «0 «s ® 




































































588 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Weights of Lead Pipe 


Weight 

per 

Ft 

Lbs 

Oz 


n 


3 


4 


6 


15 


8 


9 


12 

1 


1 

8 

2 

io 


12 

i 


l 

*4 

l 

12 

2 


2 

’8 

3 

12 

i 

4 

1 

12 

2 


2 

*8 

3 


3 

8 

1 


1 

8 

2 


2 

4 

3 


3 

8 

4 

. 

1 

8 

2 


2 

'8 


Caliber 


•sVinch Tubing. 

{-inch Tubing. 

^-inch Tubing. 

{-inch Tubing. 

Fish Seine. 

|-inch Aqueduct. 

Ex. Light. 

Light. 

Medium. 

Strong.. 

Ex. Strong. 

{-inch Aqueduct. 

Ex. Light. 

Light. 

Medium. 

Strong. 

A. A. 

Ex. Strong. 

» Ex. Ex. Strong. 

{-inch Aqueduct.. 

Ex. Light. 

Light. 

Medium. 

Strong. 

Ex. Strong. 

Ex. Ex. Strong. 

f-inch Aqueduct. 

Ex. Light. 

Light. 

Medium. 

Strong. 

Ex. Strong. 

Ex. Ex. Strong. 

{-inch Aqueduct. 

Ex. Light. 

Light. 


Caliber 


{-inch Medium. 

Strong. 

1- inch Aqueduct. 

Ex. Light. 

Light. 

Medium. 

Strong.. 

Ex. Strong_ 

Ex. Ex. Strong 

I {-inch Aqueduct. 

Ex. Light. 

Light. 

Medium. 

Strong. 

Ex. Strong. 

Ex. Ex. Strong 

l{-inch Aqueduct. 

Ex. Light_ 

Light. 

Medium. 

Strong. 

Ex. Strong. 

Ex. Ex. Strong. 

1 f-inch Ex. Light. 

Light. 

Medium. 

Strong. 

Ex. Strong. 

2- inch Waste. 

Ex. Light. 

Light. 

Medium. 

Strong. 

Ex. Strong. 

Ex. Ex. Strong. 


Weight 
per Ft 


Lbs Oz 


8 

8 

8 

4 

12 

8 


12 

12 

12 


12 

8 

8 

8 



















































































WEIGHTS AND MEASURES 


589 


LEAD PIPE 

Weight per LF 


Inside 




Thickness in In 




Diam. 

A 

* 

A 

i 

I 

4 

1 

l 

in 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

1 

427 

.97 

1 .65 

2 44 

4.38 





548 

1 21 

2 01 

2.93 

5.11 

'7:79 



| 

.670 

1.46 

2 38 

3.42 

5.85 

8.77 

12.2 



.791 

1 ,70 

2.74 

3.90 

6.58 

9.75 

13.4 

17.6 

i 

.911 

1 .95 

3.11 

4.39 

7.31 

10.7 

14.6 

19.1 

1 

1. 03 

2.19 

3.47 

4.88 

8.04 

11.7 

15.8 

20.5 

1 

1.28 

2.69 

4.21 

5.85 

9.5 

13.7 

18.3 

23.4 

$ 

1.52 

3.18 

4.94 

6.83 

11. 

15.6 

20.7 

26.3 


1.76 

3.67 

5.67 

7.81 

12.4 

17.6 

23.2 

29.3 

2 

2.01 

4.16 

6.40 

8.78 

13.9 

19.5 

25.6 

32.2 

i 

2.25 

4.65 

7.13 

9.76 

15.4 

21.5 

28.1 

35.1 


2.49 

5.14 

7.86 

10.7 

16.8 

23.4 

30.5 

38. 

$ 

2.73 

5.63 

8.59 

11.7 

18.3 

25.4 

32.9 

41. 

3 

2.98 

6.12 

9.32 

12.7 

19.7 

27.3 

35.4 

43 9 

i 

3.46 

7.10 

10.8 

14.6 

22.7 

31 3 

40.3 

49 7 

4 

3.95 

8.08 

12.2 

16.6 

25.6 

35.2 

45.2 

55.6 


CAST IRON PIPES 

Weight of a LF 


Thickness of Metal in In 


&.B 

4 

1 

4 

f 


i 

1 

H 

D 

1§ 


lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

2 

5.52 

8.74 

12.27 

1.6.11 

20.25 

24.70 

29.45 

34.52 

39.88 

51.54 

24 

6.75 

10.58 

14.73 

19.18 

23.95 

28.99 

34.36 

40.04 

46.02 

58.91 

3 

7.93 

12.43 

17.18 

22.24 

27.61 

32.29 

39.27 

45.56 

52.16 

66.27 

34 

9.20 

1^.27 

19.64 

25.31 

31.29 

37.58 

44.18 

51.08 

58.29 

73.63 

4 

10.43 

16.11 

22.09 

28.38 

34.98 

41.88 

49.09 

56.60 

64.43 

80 99 

44 

11.66 

17.95 

24.54 

31.45 

38.66 

46.18 

54.00 

62.13 

70.56 

88 3u 

5 

12.89 

19.79 

27.00 

34.52 

42.34 

50.47 

58.91 

67.65 

76.70 

95.72 

54 

14.11 

21.63 

29.45 

37.58 

46.02 

54.76 

63.81 

73.17 

82.84 

103.08 

6 

15.34 

23.47 

31.91 

40.65 

49.70 

59.06 

68.72 

78.69 

88.97 

110.45 

7 

17.79 

27.15 

36.82 

46.79 

57.06 

67.65 

78.54 

89.74 

101.24 

125.17 

8 

20.25 

30.83 

41.72 

52.92 

64.43 

76.24 

88.36 

100.78 

113.52 

139.90 

9 

22.70 

34.52 

46.63 

59.06 

71.79 

84.83 

98.18 

111.83 

125.79 

154.63 

10 

25.16 

38.20 

51.54 

65.19 

79.15 

93.42 

107.99 

122.87 

138.06 

. • ... 

11 

27.61 

41.88 

56.45 

71.33 

86.52 

102.01 

117.81 

133.92 

150.33 


12 

30.07 

45.56 

61.36 

77.47 

93.88 

110.60 

127.63 

144.96 

162.60 


13 

32.52 

49.24 

66.27 

83.60 

101.24 

119.19 

137.45 

156.01 

174.87 


14 

34.98 

52.92 

71.18 

89.74 

108.61 

127.78 

147.26 

167.05 

187.15 


15 


56.60 

76.09 

95.87 

115.97 

136.37 

157.08 

178.10 

199.42 


16 


60.29 

80.99 

102.01 

123.33 

144.96 

166.90 

189.14 

211.69 


18 


67.65 

90.81 

114.28 

138.06 

162.14 

186.53 

211.23 

236.23 


20 


100.63 

126.55 

152.79 

179.32 

206.17 

233.32 

260.78 


22 



110.45 

138.83 

167.51 

196.50 

225.80 

255.41 

285.32 


24 



120.26 

151.10 

182.24 

213.68 

245.44 

277.50 

309.87 













Note. For each joint add a ft in length of the pipe. 
























































590 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


WEIGHT OF FLAT BAR IRON PER LF 


Width 


Thickness in In. 


in In. 

A - 

1 

A 

i 

n 

lft 

1 

A 

h 

1 

i 

l 

1 


lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

1. 

.21 

.42 

.63 

.84 

1.05 

1.26 

1.47 

1.68 

2.11 

2.53 

2.95 

3.37 

If.... 

.24 

.47 

.71 

.95 

1.18 

1.42 

1.66 

1.90 

2.37 

2.84 

3.32 

3.79 

U.... 

.26 

.53 

.79 

1.05 

1.32 

1.58 

1.84 

2.11 

2 63 

3.16 

3.68 

4.21 

1|. • • 

.29 

.58 

.87 

1.16 

1.45 

1.74 

2.03 

2.32 

2.89 

3.47 

4.05 

4.63 

u... 

.32 

.63 

.95 

1.26 

1.58 

1.90 

2.21 

2.53 

3.16 

3.79 

4.42 

5.05 

It.... 

.34 

.68 

1.03 

1.37 

1.71 

2.05 

2 39 

2.74 

3.42 

4.11 

4.79 

5.47 

11.... 

.37 

.74 

1.11 

1.47 

1.84 

2.21 

2.58 

2.95 

3.68 

4.42 

5.16 

5.89 

11 .... 

.40 

.79 

1.18 

1.58 

1.97 

2.37 

2.76 

3.16 

3.95 

4.74 

5.53 

6.32 

2 .... 

.42 

.84 

1.26 

1.68 

2.11 

2.53 

2.95 

3.37 

4.21 

5.05 

5.89 

6.74 

2|.... 

.45 

.90 

1.34 

1.79 

2.24 

2.68 

3.13 

3.58 

4.47 

5.37 

6.26 

7.16 

21.... 

.47 

.95 

1.42 

1.90 

2.37 

2.84 

3.32 

3.79 

4.74 

5.68 

6.83 

7.58 

2|... . 

.50 

1.00 

1.50 

2.00 

2.50 

3.00 

3.50 

4.00 

5.00 

6.00 

7.00 

8.00 

2*.... 

.53 

1.05 

1.58 

2.11 

2.63 

3.16 

3.68 

4.21 

5.26 

6.32 

7.37 

8 42 

2f.... 

.55 

1.11 

1.66 

2.21 

2.76 

3.32 

3.87 

4.42 

5.53 

6.63 

7.74 

8.84 

21 .... 

.58 

1.16 

1.74 

2.32 

2.89 

3.47 

4.05 

4.63 

5.79 

6.95 

8.10 

9.26 

3 .... 

.63 

1.26 

1.90 

2.5 

3.16 

3.79 

4.42 

5.05 

6.32 

7.58 

8.84 

10.10 

3J.... 

.68 

1.37 

2.05 

2.74 

3.42 

4.11 

4.79 

5.47 

6.84 

8.21 

9.58 

10.95 

3i.... 

.74 

1.47 

2.21 

2.95 

3.68 

4.42 

5.16 

5.89 

7.37 

8.84 

10.32 

ill.79 

4 ... . 

.84 

1.68 

2.53 

3.37 

4.21 

5.05 

5.89 

6.74 

8.42 

10.10 

11.79 

13.47 

4*.... 

.95 

1.90 

2.84 

3.79 

4.74 

5.68 

6.63 

7.58 

9.47 

11.38 

13.26 

15.16 

5 .... 

1.0 

2.11 

3.16 

4.21 

5.26 

6.32 

7.37 

8.42 

10.53 

12.63 

14.74 

16.84 

5*.... 

1.16 

2.32 

3.47 

4.63 

5.79 

6.95 

8.10 

9.26 

11.58 

13.89 

16.21 

18.52 

6... . 

1.26 

2.53 

3.79 

5.05 

6.32 

7.58 

8.84 

10.10 

12.63 

15.16 

17.6820.21 

6J.... 

1.36 

2.73 

4. TO 

5.47 

6.84 

8.21 

9.58 

10.94 

13.68 

16.42 

19.1621.88 

7 .... 

1.47 

2.94 

4.42 

5.90 

7.36 

8.84 

10.32 

11.79 

14.74 

17.68 

20.64 

23.58 

71.... 

1.58 

3.16 

4.74 

6.32 

7.90 

9.48 

11.06 

12.64 

15.78 

18.94 

21.11 

25.50 

8 .... 

1.68 

3.36 

5.05 

6.74 

8.42 

10.10 

11.78 

13.48 

16.84 

20.20 

23.58 

26.34 

81.... 

1.79 

3.58 

5.36 

7.16 

8.94 

10.74 

12.52 

14.32 

17.90 

21.48 

25.06 

28.53 

9 .... 

1.90 

3.79 

5.68 

7.58 

9 48 

11.36 

13.26 

15.16 

18.95 

22.75 

26.52 

30.32 

91.... 

2.00 

4.00 

6.00 

8.00 

10.00 

12.00 

14.00 

16.00 

20.00 

24.00 

28.00 

32.00 

10 .... 

2.10 

4.21 

6.32 

8.42 

10.52 

12.64 

14.74 

16.84 

21.05 

25.26 

29.48 

33.68 

101.... 

2.21 

4.41 

6.64 

8.84 

11.05 

13.26 

15.48 

17.68 

22.10 

26.52 

30.95 

35.36 

11 .... 

2.32 

4.64 

6.95 

9.26 

11.58 

13.90 

16.21 

18.52 

23.16 

27.7832.42 

37.04 

111.... 

2.42 

4.84 

7.26 

9.68 

12.10 

14.52 

16.94 

19.36 

24.20 

29.0633.90 

38.74 

12 .... 

2.52 

5.05 

7.58 

10.00 

12.64 

15.16 

17.68'20.20 

25.26 

30.32l35.36 

40.40 


WEIGHTS AND DIMENSIONS OF ROUND AND SQ BAR 
IRON PER RUNNING FT IN LBS 


Diam 

Wtperft, lbs j 

Diam 

Wt per ft, lbs 

Diam 

Wtper ft, lbs 

Diam 

Wt per ft, lbs 

In 

ltd 

Sq 

In 

Rd 

Sq 

In 

Rd 

Sq 

In 

Rd | Sq' 

A- • 

.01 

.0131 

1A-. 

2.975 

3.80 

21. . . 

11 9 

15.15 

41.. . 

44.85 57.2 

1 • • 

.0411 

.0525 

u... 

3.338 

4.25 

2\.. . 

13.3 

17. 

41. . . 

47.54; 60.75 

A- • 

.0925 

.1182! 

1A-. 

3.725 

4.73 

2f. . . 

14.75 

18 5 

4f. . . 

50.33 64.35 

1- ■ ■ 

.1651 

.21031 

H • • 

4.12 

5.25 

21... 

16.41 

20.5 

41. . . 

53.32 68. 

A • 

.2573 

.3200 

1A • • 

4.545 

5.78 

2|. . . 

18.1 

23 1 

4f. . . 

56.34 72. 

*•■• 

.371 

.4735 

if... 

5. 

6.35 

2J... 

19.85 

25.2 

4f.. . 

59.44 75.65 

A- • 

.505 

.6445 

i A- • 

5.455 

6.95 

21... 

21.5 

27.5 

41... 

62.62 79.80 

1 • • • 

.657 

.84 

11.. • 

5.945 

7.55 

3 . . . 

23.7 

30.06 

5 ... 

65.88, 83.8 

A- • 

.835 

1.063 

1 A - • 

6.445 

8 2 

31... 

25.5532.75 

51.. . 

69.23 88.25 

f • • • 

1.031 

1.314 

if... 

6 975 

8.85 

31. . . 

27.8135.5 

51.. . 

72.65 1 92.5 

H ■ 

1.235 

1.59 

1H.. 

7.52 

9.57 

3f.. . 

29.8538.25 

5|.. . 

76.18 97.15 

U- 

1.475 

1 .891 

if... 

8.05 

10.30 

31... 

32.2541.15 

51.. . 

79 75101. 

it-. 

1.74 

2.221 

Hi.. 

8.65 

11.05 

3f« . . 

34.4544.15 

5f. . . 

83.45105.8 

ii' ■ 

2.015 

2.575 

if... 

9.25 

11.83 

3|.. . 

37 1 

47.20 

51... 

87.20110.5 

H- • 

2 317 

2.95 

HI-. 

9.9 

12.62 

31.. . 

39 5 

50.25 

51... 

91.50115.15 

1 .. 

2.625 

3.35 

2 ... 

10.55 

113.4 

4 ... 

41.9553.75 

6 ... 

|95. 1120.25 


For steel, mult tabular number above (for size) by 1-01. 






























































WEIGHTS AND MEASURES 


591 


WEIGHT OF MACHINE BOLTS PER HUNDRED 


| Length j 

Diameter 

I 

iV 

» 

TIT 

i 

5 

8 

3 

4 

1 

1 


lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 


3.37 

6.00 

9.68 

13.81 

17.62 

33.87 




u 

3.8J 

6.50 

10.43 

14.68 

21.25 

35.81 




2 

4 12 

7 00 

11.18 

15.68 

22.43 

38.25 

59.31 



21 

4.38 

7.50 

11.68 

16.68 

23.87 

40.25 

61.87 



2 h 

4.85 

8.00 

12.25 

17.68 

25.37 

42.25 

65.00 

103.12 


2 i 

5.30 

8.50 

13.68 

18.68 

26.50 

44.25 

68 12 

109 38 


3 

5.80 

9.00 

14 06 

19.68 

27.80 

46.25 

70.62 

115.00 


31 

6.30 

10.00 

15.68 

21.68 

30.40 

50.25 

76.62 

123.00 


4 

7.25 

11.00 

17.20 

23.68 

33.00 

54.25 

82.62 

131.00 

177.50 

41 

7.90 

12.00 

18.73 

25.68 

38.08 

58.25 

88.62 

139.00 

188.04 

5 

8.80 

13.00 

20.26 

27.68 

35.48 

62.25 

94.62 

147.00 

198.58 

51 

9.70 

14.00 

21.70 

29.68 

40.68 

66.25 

100.62 

155.00 

209.12 

G 

10.60 

15.00 

23.20 

31.68 

43.28 

70.25 

106.62 

163.00 

219.66 

G1 



24.73 

33 68 

45.88 

74 25 

112.62 

171.00 

230.20 

7 



26.26 

35.68 

48.48 

78.25 

118.62 

179.00 

240.74 

71 



27.80 

37.68 

50.08 

82.25 

124.62 

187.00 

251.28 

8 



29.32 

39.68 

52.68 

86.25 

130.62 

195.00 

261.82 

9 




43.68 

57.88 

94.25 

142.92 

212.00 

283.82 

10 




47 68 

63.08 

102.25 

155.22 

229.00 

305.82 

11 




51.68 

68.28 

110.25 

167.52 

246.00 

327.82 

12 




55.68 

73.88 

118.25 

179.82 

263.00 

349.82 

13 





79.48 

126.25 

192.12 

280.00 

371.82 

14 

. 




85.08 

134.25 

204^42 

297.00 

393.82 

15 





90.68 

142.25 

216^72 

314.00 

415.82 

16 





96.28 

150.25 

229.02 

331.00 

437.82 

17 





101.88 

158.25 

241.32 

348.00 

459 82 

18 





107.48 

166.25 

253.62 

365.00 

481.82 

19 





113.08 

174.25 

265.92 

382.00 

503.82 

20 





118.68 

182.25 

278.22 

399.00 

525.82 


WEIGHT OF LAG SCREWS PER HUNDRED 


Diameter 

M_ 


a 

A- 

S 

IS 

2 

tV 

} 

A 

I 

3 

4 

i 

1 


lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 


4.75 

7.10 

9.88 

13.90 






J 2 
12 

5.25 

7.60 

10.87 

14.95 






2 

5.75 

8 10 

11.63 

15.80 

24. 

26.25 




21 

6.25 

8.70 

12.50 

16.90 

25. 

27.75 




2k 

6 75 

9.35 

13.40 

17.90 

26. 

29.25 

46.50 



3 

7 75 

10.65 

15.10 

19.87 

28. 

33.50 

51.50 

73. 


3 h 

8.75 1 

1 11.95 

16.50 

22. 

31. 

36.50 

56.50 

79. 

103. 

4 

9.75 

13.30 

18.60 

24.30 

34. 

39.50 

61.50 

85. 

112. 

4| 

10.75 

14.70 

20.40 

26.87 

37. 

42.20 

67. 

91. 

121 

5 

11.75 

16.10 

22.10 

29. 

40. 

46. 

72.25 

97. 

130 

5£ 

12.75 

17.50 

23.80 

31.50 

43. 

49.40 

78. 

103. 

140. 

6 

13.75 

18.90 

25.50 

34. 

46. 

53. 

83.50 

110. 

150. 

7 



29.25 

39. 

52. 

60. 

94. 

125. 

170. 

8 



33.00 

44. 

58. 

67.50 

104.50 

140. 

190. 

9 




49. 

64. 

75. 

115. 

156. 

210. 

10 




54. 

70. 

82.50 

126. 

172. 

230. 

11 





76. 

90. 

137. 

188. 

250. 

12 • 





82. I 

f 98. 

148. 

204. 

270. 
























































































592 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 

MACHINE BOLTS 


With Square Heads, Square Nuts and Finished Points 
List Aug. 1, 1912. Price per 100. Discount Aug., 1913, 75 per cent. 


Length 

Inches 

i 

!4 

i 

5 /l6 

% 

%e 

% 

%e 

and 

% 

% 

i 

% 

1 

1V 8 

iy* 

ItoR 

$1.70 

$2.00 

$2.40 

$2.80 

$3.60 

$5.20 

$7.70 

$10.50 

$15.10 

$22.50 

$30.00 

2 

1.78 

2.12 

2.56 

3.00 

3.86 

5.58 

8.25 

11.20 

16.00 

23.70 

31.50 

2J 

1.86 

i 2.24 

2.72 

3.20 

4.12 

5.96 

8.80 

11.90 

16.90 

24.90 

33.00 

3 

1.94 

2.36 

2.88 

3.40 

4.38 

6.34 

9.35 

12.60 

17.80 

26.10 

34.50 

Si 

2.02 

2.48 

3.04 

3.60 

4.64 

6.72 

9.90 

13.30 

18.70 

27.30 

36.00 

4 

2.10 

2.60 

3.20 

3.80 

4.90 

7.10 

10.45 

14.00 

19.60 

28.50 

37.50 

4J 

2.18 

2.72 

3.36 

4.00 

5.16 

7.48 

11.00 

14.70 

20.50 

29.70 

39.00 

5 

2.26 

2.84 

3.52 

4.20 

5.42 

7.86 

11.55 

15.40 

21.40 

30.90 

40.50 

&i 

2.34 

2.96 

3.68 

4.40 

5.68 

8.24 

12.10 

16.10 

22.30 

32.10 

42.00 

6 

2.42 

3.08 

3.84 

4.60 

5.94 

8.62 

12.65 

16.80 

23.20 

33.?"> 

43.50 

61 

2.50 

3.20 

4.00 

4.80 

6.20 

9.00 

13.20 

17.50 

24.10 

34.50 

45.00 

7 

2.58 

3.32 

4.16 

5.00 

6.46 

9.38 

13.75 

18.20 

25.00 

35.70 

46.:o 

71 

2.66 

3.44 

4.32 

5.20 

6.72 

9.76 

14.30 

18.90 

25.90 

36.90 

43.00 

8“ 

2.74 

3.56 

4.48 

5.40 

6.98 

10.14 

14.85 

19.60 

26.80 

38.10 

49.50 

9 

2.90 

3.80 

4.80 

5.80 

7.50 

10.90 

15.95 

21.00 

28.60 

40.50 

52.50 

10 

3.06 

4.04 

5.12 

6.20 

8.02 

11.66 

17.05 

22.40 

30.40 

42.90 

55.50 

11 

3.22 

4.28 

5.44 

6.60 

8.54 

12.42 

18.15 

23.80 

32.20 

45.30 

FI. 50 

12 

3.38 

4.52 

5.76 

7.00 

9.06 

13.18 

19.25 

25.20 

34.00 

47.70 

61.50 

13 

3.54 

4.76 

6.08 

7.40 

9.58 

13.94 

20.35 

26.60 

35.80 

50.10 

64.50 

14 

3.70 

5.00 

6.40 

7.80 

10.10 

14.70 

21.45 

28.00 

37.60 

52.50 

67. n 

15 

3.86 

5.24 

6.72 

8.20 

10.62 

15.46 

22.55 

29.40 

39.40 

54.fl 

70.; j 

16 

4.02 

5.48 

7.04 

8.60 

11.14 

16.22 

23.65 

30.80 

41.20 

57.30 

73.50 

17 

4.18 

5.72 

7.36 

9.00 

11.66 

16.98 

24.75 

32.20 

43.00 

59.70 

76.50 

18 

4.34 

5.96 

7.68 

9.40 

12.18 

17.74 

25.85 

33.60 

44.80 

62.10 

79.50 

19 

4.50 

6.20 

8.00 

9.80 

12.70 

18.50 

26.95 

35.00 

46.60 

64.50 

82 . n 

20 

4.66 

6.44 

8.32 

10.20 

13.22 

19.26 

28.05 

36.40 

48.40 

66.90 

85.50 

21 



. 



• • • • 

29.15 

37.80 

50.20 

69.30 

88.50 

22 




.... 

.... 

• • • 

30.25 

39.20 

52.00 

71.70 

91.7 > 

23 


.... 


.... 

.... 

• • • • 

31.35 

40.60 

53.80 

74.10 

94.50 

24 




.... 

.... 

• • • • 

32.45 

42.00 

55.60 

76.50 

97.50 

25 : 





... 

• • • • 

33.55 

43.40 

57.40 

78.90 

100.50 

26* 


1 * , „. . 


. 


• • • • 

34.65 

44.80 

59.20 

81.30 

103.50 

27 




.... 

.... 

• • • • 

35.75 

46.20 

61.00 

83.70 

106.50 

28 





.... 


36.85 

47.60 

62.80 

86.10 

109.50 

29 




.... 

.... 


37.95 

49.00 

64.60 

88.50 

112.50 

30 

.... 

.... 

.... 

.... 

.... 

.... 

39.05 

50.40 

66.40 

90.90 

115.50 


The following extras are to be understood as a part of the above list: 

Bolts with Hexagon Heads or Hexagon Nuts, 10 per cent, extra. 

If both Hexagon Heads and Hexagon Nuts, 20 per cent, extra. 

Joint Bolts with Oblong Nuts, 10 per cent, extra. 

Bolts with Tee Heads, Askew Heads and Eccentric Heads, 20 per cent, 
extra. 

Key Bolts, 20 per cent, extra. 

Bolts with Cotter Holes, 25 per cent, extra. 

Special bolts with irregular Threads and unusual dimensions of Heads 
or Nuts wil be charged extra, at the discretion of the manufacturer. 

Machine Bolts when fitted with U. S. Standard Square Nuts, add 5 
per cent. 

Machine Bolts when fitted with U. S. Standard Hexagon Nuts, add 15 
per cent. 

Machine bolts packed other than standard packing to be charged 
extra at discretion of manufacturer. 























































WEIGHTS AND MEASURES 


593 


NUMBER OF RIVETS IN 100 LBS 


-S m 
bf) <D 

a > 


32 


i 

l 

1 

H 

H 

If 

n 

it 

if 

2* 

2J 

2i 

2| 

2i 

21 

21 

2i 

3 

31 

3i 

3f 

3i 

4 

41 
4* 

42 

5 

51 
5* 

52 

6 

61 

6 h 

62 

7 

71 

7h 

72 

8 


Diameter of Rivets 


I 

A 

i 

A 

i 

A 


i 


i 

1 

l 

1 

17500 

15900 

8000 

5100 

3200 

1900 







16000 

13800 

7000 

4500 

2900 

1800 







14400 

12200 

6300 

4100 

2373 

1476 

1103 

642 





13500 

10900 

5700 

3700 

2190 

1371 

1030 

604 





12000 

9800 

5200 

3400 

2034 

1280 

968 

571 

400 

345 



11600 

9000 

4700 

3100 

1898 

1200 

910 

541 

382 

322 

208 


10800 

8300 

4400 

2900 

1780 

1129 

862 

514 

365 

311 

206 


10000 

7600 

4100 

2700 

1675 

1066 

815 

489 

350 

295 

204 


9300 

7100 

4000 

2500 

1582 

1010 

776 

462 

335 

284 

201 


8700 


3800 

2300 

1498 

960 

740 

446 

324 

275 

199 

132 

8100 

6300 

3500 

2200 

1424 

914 

707 

428 

311 

266 

192 

128 



3400 

2000 

1356 

872 

672 

411 

302 

257 

185 

124 


5600 

3000 

1900 

1295 

834 

648 

395 

293 

249 

178 

120 





1238 

800 

623 

381 

285 

240 

172 

116 


5000 

2800 

isoo 

1187 

768 

599 

367 

277 

233 

167 

112 





1139 

738 

577 

354 

269 

226 

162 

108 


4600 

2500 

1700 

1095 

711 

556 

343 

261 

219 

157 

104 





1052 

687 

537 

332 

253 

212 

152 

100 


4200 

2300 

1500 

1017 

662 

519 

321 

245 

206 

148 

96 





982 

636 

503 

311 

237 

201 

144 

92 


3900 

2200 

1400 

949 

611 

487 

302 

230 

196 

140 

88 


3600 

2000 

1300 

890 

581 

459 

285 

218 

186 

132 

85 


3400 

1900 

1200 

837 

548 

433 

270 

208 

177 

126 

82 


3200 

1800 

1175 

791 

519 

411 

257 

198 

168 

120 

79 







395 

250 

195 

165 

119 



3000 

1700 

1100 

749 

400 

390 

244 

189 

161 

115 

77 



1600 

1050 

700 


372 

233 

180 

155 

111 

75 



1500 

1000 

650 


355 

223 

172 

149 

105 

73 



1475 

925 

625 


339 

214 

166 

143 

101 

71 



1400 

900 

600 


325 

205 

160 

136 

97 

69 



1350 

850 

575 


312 

197 

154 

131 

94 

67 



1300 

825 

550 


300 

190 

149 

127 

91 

65 



1250 

775 

525 


289 

183 

144 

123 

88 

63 



1200 

750 

500 


279 

177 

139 

118 

85 

61 








171 

135 

114 

82 

59 








165 

131 

110 

79 

57 








160 

127 

107 

77 

55 








155 

123 

104 

75 

53 








150 

119 

100 

73 

51 








146 

116 

97 

71 

49 








142 

113 

94 

69 

47 








138 

110 

92 

67 

45 














The measure of countersunk head rivets is over all. All 
other styles are measured from under the head. Boiler 
rivets less than 1 inch long are i cent per lb extra. Tank 
rivets A inch in diam and less are sold at a list price and 
subject to discount. 









































































594 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


ESTABLISHED WEIGHTS OF GALV SHEETS 


u. s. 

Stand 

Gauge 

10 

12 

14 

16 

18 

20 

22 

24 

25 

26 

27 

28 

29 

30 

Wgt. j 
per } 
sf lbs \ 

5.781 

4.531 

3.281 

2.656 

2.156 

1.656 

1.406 

1.156 

1.031 

.9062 

.8437 

.7812 

.7187 

.6562 

Wgt. j 
per V 
sf oz ) 

92.5 

72.5 

52.5 

42.5 

34.5 

26.5 

22.5 

18.5 

16.5 

14.5 

13.5 

12.5 

11.5 

10.5 

Size of 
Sheet 





Weight 

ok Sheet—Pounds 





24x 72 

69 

54 

39 

32 

26 

20 

17 

14 

12 

11 

10 

9 

9 

8 

24x 84 

81 

63 

46 

37 

30 

23 

20 

16 

14 

13 

12 

11 

10 

9 

24x 96 

93 

73 

53 

43 

35 

27 

23 

19 

17 

15 

14 

13 

12 

11 

24x120 

116 

91 

66 

53 

43 

33 

28 

23 

21 

18 

17 

16 

14 

13 

26x 72 

75 

59 

43 

35 

28 

22 

18 

15 

13 

12 

11 

10 

9 

9 

26x 84 

88 

69 

50 

40 

33 

25 

21 

18 

16 

14 

13 

12 

11 

10 

26x 96 

100 

79 

57 

46 

37 

29 

24 

20 

18 

16 

15 

14 

12 

11 

26x120 

125 

98 

71 

58 

47 

36 

30 

25 

22 

20 

18 

17 

16 

14 

28x 72 

81 

63 

46 

37 

30 

23 

20 

16 

14 

13 

12 

11 

10 

9 

28x 84 

94 

74 

54 

43 

35 

27 

23 

19 

17 

15 

14 

13 

12 

11 

28x 96 

108 

85 

61 

50 

40 

31 

26 

22 

19 

17 

16 

15 

13 

12 

28x120 

135 

106 

77 

62 

50 

39 

33 

27 

24 

21 

20 

18 

17 

15 

30x 72 

87 

68 

49 

40 

32 

25 

21 

17 

15 

14 

13 

12 

11 

10 

30x 84 

101 

79 

57 

46 

38 

29 

25 

20 

18 

16 

15 

14 

13 

11 

30x 96 

116 

91 

66 

53 

43 

33 

28 

23 

21 

18 

17 

16 

14 

13 

30x120 

145 

113 

82 

66 

54 

41 

35 

29 

26 

23 

21 

20 

18 

16 

36x 72 

104 

82 

59 

48 

39 

30 

25 

21 

19 

16 

15 

14 

13 

12 

36x 84 

121 

95 

69 

55 

45 

35 

30 

24 

22 

19 

18 

16 

15 

14 

36x 96 

139 

109 

79 

64 

52 

40 

34 

28 

25 

22 

20 

19 

17 

16 

36x120 

173 

136 

98 

80 

65 

50 

42 

35 

31 

27 

25 

23 

22 

20 

42x 72 

121 

95 

71 

56 

45 

34 

29 

24 

22 

19 

18 

16 

15 

14 

42x 84 

142 

111 

80 

65 

53 

41 

34 

28 

25 

22 

21 

19 

18 

16 

42x 96 

162 

127 

92 

74 

60 

46 

39 

32 

29 

25 

24 

22 

20 

18 

42x120 

202 

159 

115 

93 

75 

58 

49 

41 

36 

33 

29 

27 

25 

23 

48x 72 

139 

109 

79 

64 

52 

40 

34 

28 

25 

22 

20 

19 

17 

16 

48x 84 

162 

125 

92 

74 

60 

46 

39 

32 

29 

25 

24 

22 

20 

18 

48x 96 

185 

145 

105 

85 

69 

55 

45 

37 

33 

29 

27 

25 

23 

21 

48x120 

231 

181 

131 

106 

86 

66 

56 

46 

41 

36 

34 

31 

29 


Price 
per lb 

12c 

12c 

12c 

12c 

13c 

13c 

14c 

14c 

15c 

15c 

16c 

17c 

19c 

21c 






















































































WEIGHTS AND MEASURES 


595 


LARGE SIZES 

No. 18 and heavier. Extra No. 19 and lighter. Extra 


Less than 24" wide to 12". $0 01 

Over 36" to 40" wide, inc. $0.01 Over 32" to 36" wide, inc.01 

Over 40" to 44" wide, inc.01£ Over 36" to 40" wide, inc.02 

Over 44" to 48" wide, inc.02£ Over 40" to 44" wide, inc.03 

Over 44" to 48" wide, inc.05 


WEIGHT OF CORRUGATED SHEETS 

Per Sq 


BLACK 

GAL’S 

Gauge 

2" 2§" 3' 

ir 

2" 2£" 3" 

li" 

No. 

Corrug 

Corrug 

Corrug 

Corrug 

16 

271 lbs 


286 lbs 


18 

217 lbs 


232 lbs 


20 

163 lbs 

170 

178 lbs 

185 

21 

150 lbs 

156 

165 lbs 


22 

136 lbs 

142 

151 lbs 

157 

23 

123 lbs 

128 

138 lbs 


24 

110 lbs 

114 

124 lbs 

129 

25 

96 lbs 

100 

111 lbs 


26 

83 lbs 

86 

98 lbs 

101 

27 

76 lbs 

79 

91 lbs 

94 

28 

68 lbs 

72 

85 lbs 

87 


Sheets 25" and 26" 
wide after corrugating 
cover 24" (approxi¬ 
mately) . 2" corruga¬ 

tions furnished in No. 
18 and lighter. f" 
corrugations furnished 
in No. 24 and lighter, 
iV' corrugations fur¬ 
nished in No. 26 and 
lighter. 


NUMBER OF SHEETS IN 1 SQ 

100 Sq Ft 


Corrug 

Width 

Width after 


Length op Sheet 


Flat 

Corrug 

72" 

84" 

96" 

108" 

120" 

2" 2 Y 3" 

28" 

26" 

7.692 

6.593 

5.7.9 

5.128 

4.616 

ir 

28" 

►0 

8.000 

6.857 

6.000 

5.333 

4.800 
























































596 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


TABLE NO. 17 


(Courtesy Sturt evant Co.) 

WEIGHT OF ROUND GALVANIZED STEEL PIPE AND ELBOWS, OF THE 
PROPER GAUGES FOR HEATING AND VENTILATING SYSTEMS 


Gauge 
and Wt. 
per Sq. 
Foot 

Diam 

of 

Pipe 

Area 

in 

Sq Ins 

Weight 

per 

Run¬ 

ning 

Foot 

Weight 

of 

Full 

Elbow 

Gauge 
and Wt. 
per Sq. 
Foot 

Diam 

of 

Pipe 

Area 

in 

Sq Ins 

Weight 

per 

Run¬ 

ning 

Foot 

Weight 

of 

Full 

Elbow 


3 

7.1 

0.7 

0.4 


36 

1017 9 

17.2 

124 4 


4 

12.6 

1.1 

0.9 


37 

1075.2 

17.8 

131 4 

No. 24 

5 

19.6 

1.2 

1.2 


38 

1134 l 

18 2 

139.4 


6 

28.3 

1.4 

1.7 


39 

1194.6 

18.7 

146.0 

0.78 

7 

38.5 

1.7 

2.3 

No. 20 

40 

1256.6 

19.1 

152.9 


8 

tO. 3 

1.9 

2.9 


41 

1320.3 

19.6 

160.7 






1.66 

4) 


on 1 

1 AQ A 






43 

i ooO. 

1452.2 

. J 

20.6 

I Do ti 

176.7 


9 

63.6 

2.4 

4.3 


44 

1520 5 

21 .0 

185.0 

No. 26 

10 

78.5 

2.7 

5.3 


45 

1590.4 

21.5 

193 4 


11 

95.0 

2.9 

6.4 


46 

1661.9 

22.0 

202.2 

0.91 

12 

113 1 

3 2 

7 6 






13 

132.7 

3A 

8.9 







14 

153.9 

3.7 

10.4 


47 

1734.9 

29.2 

274 3 







48 

1809.6 

29.8 

286. G 







49 

1885.7 

30.4 

298 8 


15 

176.7 

4.5 

13.5 


50 

1963.5 

31.0 

309.9 


16 

201.1 

4.7 

.15.1 


51 

2042.8 

31.6 

322.5 

No. 25 

17 

227.0 

5.0 

17.0 


52 

2123.7 

32.2 

335.1 


18 

254.5 

5.3 

19.1 

No. 18 

53 

2206.2 

33 0 

349.7 

1.03 

19 

283.5 

5.6 

21.4 


H 

2290.2 

33.6 

363.4 


20 

314.2 

6.0 

23.9 

2.16 

55 

2375.8 

34.4 

377.2 







56 

2463.0 

34.9 

390.7 







57 

2551.8 

35 6 

405.1 


21 

346.4 

7.0 

29.6 


58 

2642.1 

36.1 

418.8 


22 

380.1 

7.3 

32.3 


59 

2734.0 

36 7 

433 l 

No. 24 

23 

415.5 

7.7 

35 6 


60 

2827.4 

37.4 

448.6 


24 

452 4 

8 0 

38 6 






1.16 

25 

490^9 

8.3 

41.7 





* 


26 

530.9 

8.7 

45.1 


61 

2922.5 

46.7 

569.7 







62 

3019.1 

47.5 

589.0 







63 

3117.3 

48.3 

608.6 


27 

572.6 

10.9 

59.1 


64 

3217.0 

49.1 

628.5 


28 

615.7 

11.4 

64.2 

No. 16 

65 

3318.3 

49.8 

647.4 


29 

660.5 

11.8 

68.6 


66 

3421.2 

50.5 

666.6 

No. 22 

30 

706.9 

12.2 

73.4 

2.66 

67 

3525.7 

51.3 

687.4 


31 

754.8 

12.6 

78.3 


68 

3631.7 

52.1 

708.6 

1.41 

32 

804.3 

13.0 

83.4 


69 

3739.3 

52.8 

728.6 


33 

855.3 

13.5 

88.9 


70 

3848.5 

53.6 

750.4 


34 

907.9 

13.9 

94.3 


71 

3959.2 

54.3 

771 0 


35 

962.1 

14.3 

99.9 


72 

4071.5 

y 

55.1 

793.4 

























WEIGHTS AND MEASURES 


597 


Table No. 18 

(Courtesy Sturtevant Co.) 

Factors for Reducting the Weight of Galvanized Steel Pipe of one 
Gauge to that of another Gauge 


Gauge and Weight in Pounds per Square Foot 


3 auge 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

1 

26 

27 

28 


1.53 

3.91 

3.28 

2.97 

2.66 

2.41 

2.16 

1.90 

1.66 

1.53 

1.41 

1.28 

1.16 

1.03 

0.91 

0.84 

0.78 

12 

1.00 

0.86 

0.72 

0.66 

0.59 

0.53 

0.48 

0.42 

0.37 

0.34 

0.31 

0.28 

0.26 

0.23 

0.20 

0.19 

0.17 

13 

1.16 

1.00 

0.84 

0.76 

0.68 

0.62 

0.55 

0.49 

0.43 

0.39 

0.36 

0.33 

0.30 

0.26 

0.23 

0.22 

0.20 

14 

1.38 

1.19 

1.00 

0.91 

0.81 

0.74 

0.66 

0.58 

0.51 

0.47 

0.43 

0.39 

0.35 

0.32 

0.28 

0.26 

0.24 

15 

1.53 

1.32 

1.10 

1.00 

0.90 

0.81 

0.73 

0.64 

0.56 

0.52 

0.48 

0.43 

0.39 

0.35 

0.31 

0.28 

0.27 

16 

1.70 

1.47 

1.23 

1.11 

1.00 

0.91 

0.81 

0.71 

0.62 

0.58 

0.53 

0.48 

0.44 

0.39 

0.34 

0.32 

0.29 

17 

1.88 

1.62 

1.36 

1.23 

1.10 

1.00 

0.90 

0.79 

0.69 

0.63 

0.59 

0.53 

0.48 

0.43 

0.38 

0.35 

0.32 

18 

2.10 

1.81 

1.52 

1.38 

1.23 

1.12 

1.00 

0.88 

0.77 

0.71 

0.65 

0.59 

0.54 

0.48 

0.42 

0.39 

0.36 

19 

2.38 

2.06 

1.73 

1.56 

1.40 

1.27 

1.14 

1.00 

0.87 

0.81 

0.74 

0.67 

0.61 

0.54 

0.48 

0.44 

0.41 

20 

2.72 

2.36 

1.98 

1.79 

1.60 

1.45 

1.30 

1.16 

1.00 

0.92 

0.85 

0.77 

0.70 

0.62 

0.55 

0.51 

0.47 

21 

2.96 

2.56 

2.14 

1.94 

1.74 

1.57 

1.41 

1.24 

1.09 

1.00 

0.92 

0.84 

0.76 

0.67 

0.59 

0.55 

0.51 

22 

3.21 

2.77 

2.32 

2.10 

1.89 

1.71 

1.53 

1.35 

1.18 

1.08 

1.00 

0.91 

0.82 

0.73 

0.65 

0.60 

0.55 

23 

3.54 

3.07 

2.56 

2.32 

2.08 

1.88 

1.69 

1.49 

1.30 

1.20 

1.10 

1.00 

0.91 

0.81 

0.71 

0.66 

0.61 

24 

3.90 

3.37 

2.82 

2.56 

2.29 

2.08 

1.86 

1.61 

1.43 

1.32 

1.22 

1.10 

1.00 

0.89 

0.78 

0.72 

0.67 

25 

4.40 

3.79 

3.18 

2.88 

2.58 

2.34 

2.10 

1.86 

1.61 

1.49 

1.37 

1.24 

1.12 

1.00 

0.88 

0.82 

0.76 

26 

4.98 

4.30 

3.60 

3.26 

2.92 

2.65 

2.37 

2.10 

1.82 

1.68 

1.55 

1.41 

1.27 

1.13 

1.00 

0.92 

0.86 

27 

5.40 

4.66 

3.90 

3.54 

3.17 

2.87 

2.57 

2.28 

1.96 

1.82 

1.68 

1.52 

1.38 

1.23 

1.08 

1.00 

0.93 

23 

5.81 

5.01 

4.20 

3.80 

3.41 

3.09 

2.77 

2.45 

2.13 

1.96 

1.81 

1.64 

1.49 

1.32 

1.17 

1.08 

1.00 


Note. In table 17 the weight as given include the weights of 
rivets and solder, and due allowance has been made for laps and 
tr imm ings. The elbows have the internal radius equal to the diam¬ 
eter of the pipe. Rectangular pipes are usually made of the same 
gauge as round pipes of equivalent area. 

The table above serves for the estimation of weights of pipe of 
gauges other than those given in table 17. Thus, suppose it is de¬ 
sired to find the weight of 28 inch pipe made of No. 16 gauge. From 
table 17, pipe of this size made of No. 22 gauge weighs 11.4 pounds 
per running foot. By the table above, the figure found at the junc¬ 
tion of the column headed 16 and the line designated 22 is 1.89; 
therefore, the weight per foot of No. 16 gauge is 11.4x1.89=21.55 
pounds. 

In ordinary heating and ventilating practice, it is customary to 
make round pipe in its various sizes upon gauges as follows: 


Under 9 in, No. 28 gauge; 9 to 14 in, No. 26; 15 to 20 in, No. 25; 
21 to 26 in, No. 24; 27 to 35 in, No. 22; 36 to 46 in, No. 20; 47 to60in, 
No, 18, and all sizes above 60 in of No. 16 gauge. If the pipe is made 
much lighter, particularly in the larger sizes, it will not keep its 
shape when laid horizontally, thereby seriously affecting the tight¬ 
ness of the joints and decreasing the area. 

























598 APPRAISERS’ 


AND ADJUSTERS’ HANDBOOK 


ESTIMATED WEIGHTS OF BLACK SHEETS 

U. S. Standard Gauge. Weight per Sheet in Lbs. 


U. 8. 

Gauge 

10 

12 

U 

Lbs 
per SF 

54125 

4.375 

3.125 

Thick- 




ness 

A 

A 

A 

In 




24x 96 

90.00 

70.00 

504)0 

101 

94.69 

73.65 

52.60 

! 108 

10135 

78.75 

66.25 

120 

11230 

8730 

6230 

138 

129.38 

100.63 

71.88 

144 

1354)0 

105.00 

75.00 

26x 96 

9730 

75.83 

64.17 

101 

102.58 

79.78 

57.00 

108 

109.69 

85.31 

60.94 

120 

121.88 

94.79 

67.71 

138 

140.16 

109.01 

77.87 

144 

146.25 

113.75 

81.25 

28x 96 

105.00 

81.67 

68.33 

101 

110.47 

85.92 

61.37 

108 

118.13 

91.88 

65.63 

120 

131.25 

102.08 

72.92 

30x 96 

112.50 

87.50 

62.50 

101 

118.36 

92.06 

65.76 

108 

126.56 

98.44 

70.31 

120 

140.63 

109.38 

78.13 

138 

161.72 

125.78 

89.84 

144 

168.75 

131.25 

93.75 

36x 77 

10838 

84.22 

60.17 

96 

135.00 

105.00 

75.00 

108 

15138 

118.13 

84.38 

120 

168.75 

131.25 

93.75 

138 

194.06 

145.47 

107.81 

144 

20230 

157.50 

112.50 

42x 77 

126.33 

98.26 

70.18 

96 

15730 

122.50 

87.50 

108 

177.19 

137.81 

98.44 

120 

196.88 

153.13 

10938 

138 

226.41 

176.09 

125.78 

144 

236.25 

183.75 

131.25 

48x 77 

144.38 

112.29 

80.21 

96 

180.00 

140.00 

100.00 

108 

202.50 

15730 

112.50 

120 

225.00 

175.00 

125.00 

138 

258.75 

201.25 

143.75 

144 

270.00 

210.00 

150.00 

54x 77 

162.42 

126.33 

90.26 

96 

201.50 

157.50 

112.50 

108 

227.82 

177.20 

12637 

120 

253.13 

196.88 

140.63 

138 

291.09 

218.21 

161.71 

144 

303.75 

236.25 

168.75 

6 Ox 77 

180.48 

140.36 


96 

225.00 

175.00 


108 

253.12 

196.88 


120 

281.26 

21936 


138 

328.44 

251.56 


144 

337.50 

262.50 



16 

18 

2.50 

2.00 

A 

A 

40*00 

32.00 

42.08 

33.67 

4530 

36.00 

50.00 

40.00 

57.50 

46.00 

60.00 

48.00 

43.33 

34.67 

45.59 

36.47 

48.75 

39.00 

54.17 

43.33 

6239 

49.83 

65.00 

52.00 

46.67 

37.33 

49.09 

39.28 

5230 

42.00 

58.33 

46.67 

50.00 

40.00 

52.60 

42.08 

5635 

45.00 

62.50 

50.00 

71.88 

3730 

75.00 

60.00 

48.13 

38.50 

60.00 

48.00 

67.50 

54.00 

75.00 

60.00 

8635 

69.00 

00.00 

72.00 

56.14 

44.92 

70.00 

56.00 

78.75 

63.00 

87.50 

70.00 

100.63 

80.50 

105.00 

84.00 

64.17 

51.33 

80.00 

64.00 

90.00 

72.00 

100.00 

80.00 

115.00 

92.00 

120.00 

9630 


16 


2.812 


T?V 


45.00 

47.34 

50.63 
56.25 

64.69 
6730 

48.75 
5139 
54.84 

60.94 
70.08 

73.13 

52.50 
55.23 
59.06 

65.63 

5635 

59.18 

62.69 
70.31 
80.86 
84.38 

54.14 

67.50 

75.94 
84.38 
97.03 

101.25 

63.16 

78.75 
88.59 
98.44 

113.20 

118.13 

72.19 
90.00 

10135 
112.50 
129.38 
135.00 


20 


1.50 


24.00 

2535 

27.00 

30.00 

34.50 
36.00 

26.00 

2735 

29.25 

3230 

3738 

39.00 

28.00 

29.46 

3130 

35.00 

30.00 

3136 

33.75 
3730 
43.13 
45.00 

2838 

36.00 

4030 

45.00 

51.75 
54.00 

33.69 

42.00 

4735 

52.51 
60.38 
63.00 


22 


135 


2030 

2134 

2230 

25.00 

28.75 
3030 

21.67 

22.79 

2437 

2738 

31.15 

3230 

23.33 

2435 

2635 

29.17 

25.00 

26.30 

29.12 
3135 
35.94 
3730 

24.06 

30.00 

33.75 

37.50 

43.13 
45.00 

28.07 

3530 

39.37 

43.75 

50.31 

52.50 


38.5 

48.1 
54 

60.1 
69.i 
72.001 


|0 31 
.00 40 


•00 4 : 

.00 5 ' 

.00 5 


2.08 
.00 
5.00 
0.00 
7.50 
60.00 


24 


1.00 


16.00 

1634 

18.00 

2030 

23.00 

24.00 

17.34 

18.24 

1930 

21.67 
24.92 
26.00 

18.67 
19.64 
21.00 
2333 

20.00 

21.04 

22.50 

25.00 

28.75 

30.00 


19.25 

24.00 

27.00 

30.00 

3430 

36.00 


22.46 
28.00, 
3130 
35 
40.25 
423. 


26 


.75 


if® 


12.00 

12.63 
1330 
15.00 

17.25 
18.00 

13.00 

13.68 

14.63 

16.25 

18.69 
1930 

14.00 

14.73 

15.75 
1730 

1530 

15.78 

16.88 

18.75 
21.56 
22.50 


14.44 

18.00 

20.25 

22.50 

25.88 

2730 


16.84 
2130 
23.63 
635 
30.19 
0| 3130 


25.67 

32.00 

36.00 

40.00 

46.00 

48.00 


19.25 

24.00 

27.00 

30.00 

3430 

36.00 


27 


.6875 




11.00 

11.57. 

12381 

13.75 

1531 

1630 

11.92 

12.54 

13.41 

14.90 

17.13 

1738 

12.83 

13.50 

14.44 

16.04 

13.75 

14.47 

15.47 
17.19 
19.77 
20.63 


1333 

1630 

18.56 

20.63 
23.72 
24.75 

15.44 

19.25 

21.66 

2436 

27.67 

2838 

17.65 

2230 

24.75 

2730 

31.63 
33.00 


28 


.625 


10.00 

1032 
11.25 
12.50 
14.38 
1530 

1033 
11.40 
12.19 
13.54 
1537 
1635 

11.67 

12.27 

13.13 

1438 

12.50 

13.15 

14.06 

15.63 

17.971 

18.75 


1233 

15.00 

16.88 

18.75 
2136 
2230 

14.04 

1730 

19.69 

2138 

25.16 

26.24 

16.04 

20.00 

2230 

25.00 

28.75 
30.00 


29 


3625 




9.00 

9.47 

10.13 

1135 


9.75 

1036 

10.97 

12.19 


10.50 

11.05 

1131 

13.13 

1135 


30 


30 


8.00 

8.42 

9.00 

10.00 


8.67 

9.12 

9.75 

10.83 


9.33 

9.82 

10.50 

11.67 


NOTE 

Above estimated weights are based on U. 8. standard 
gauge for Iron. For steel, add 2 %. These figures 
are given for convenience in estimating only, and may 
vary somewhat in actual practice. The sizes below the 
heavy black line will probably considerably exceed the 
weights given, and it is safe, therefore, to allow for an 
overweight of at least 10 _ 































































































WEIGHTS AND MEASURES 


599 


ROUND COPPER RODS 

Weight per Ft 


Diameter 



Wgt per ft Wgt per ft 

in length Diameter in lengths 

.424 lbs. If. 4.71 lbs. 

.755 lbs. If". 5.71 lbs. 

1.19 lbs. 1 Y . 6.79 lbs. 

1.69 lbs. If" . 7.94 lbs. 

2.31 lbs. If" . 9.21 lbs. 

3.02 lbs. IF.10.61 lbs. 

3.82 lbs. 2" .12.08 lbs. 


METALS 

Weight per Sq Ft 


Thickness 

Wro’t 

Iron 

Cast 

Iron 

Steel 

Copper 

Brass 

Lead 

Zinc 


lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

lbs 

fa" . 

2.51 

2.34 

2.55 

2.89 

2.67 

3.69 

2.34 

F. 

5.03 

4.69 

5.10 

5.78 

5.35 

7.38 

4.68 

■nr". 

7.58 

7.03 

7.66 

8.67 

8.02 

11.07 

7.02 


10.07 

9.38 

10.21 

11.56 

10.7 

14.76 

9.36 


12.58 

11.73 

12.71 

14.45 

13.37 

18.45 

11.7 

t " 

15.10 

14.07 

15.31 

17.34 

16.05 

22.14 

14.04 

7 // 

nr . 

17.62 

16.42 

17.87 

20.23 

18.72 

25.83 

16.34 

i" . 

20.14 

18.77 

20.42 

23.12 

21.4 

29.53 

18.72 

fa" . 

22.65 

21.11 

22.97 

26.01 

24.07 

33.22 

21.08 

t". 

25.17 

23.46 

25.52 

28.90 

26.75 

36.91 

23.44 

IF. 

27.69 

25.81 

28.08 

31.97 

29.42 

40.60 

25.80 

!". 

30.21 

28.15 

30.63 

34.68 

32.1 

44.29 

28.13 

H". 

32.72 

30.50 

33.18 

37.57 

35.19 

47.98 

30.49 

V . 

35.24 

32.85 

35.73 

40.69 

38.28 

51.67 

32.81 

If" - .. 

37.76 

35.19 

28.28 

43.35 

41.37 

55.37 

35.17 

1". 

40.28 

37.54 

40.83 

46.25 

43.75 

59.06 

37.50 


BRICK:—Common brick of the national size weigh from 4§ 
to 5 lbs; pressed and paving, from 6 to 7, depending upon 
clay, burning and size. 

LIME:—On the basis of 53 lbs to the cf lime weighs about 
66 lbs to the bushel, but in bulk it is often sold on the basis 
of 80 lbs or 200 lbs to the bbl of 2 \ bushels. 


WEIGHTS OF VARIOUS SUBSTANCES PER CU FT 


Names of Substances 

Ash, American White, Dry. 

Asphaltum. 

Brass ^Copper and Zinc) Cast. 

Brass Rolled.,. 

Brick, Best Pressed. 

Brick, Common Hard. 

Brick, Soft, Inferior. 

Brick, Fire. 

•Brickwork, Pressed Brick. 

Brickwork, Ordinary. 


Average 
Wgt, Lbs 


38 

87 

504 

524 

150 

125 

100 

137 

140 

112 




















































GOO APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Average 

Names of Substances Wgt, Lbs 

Cement, Hydraulic, Ground, Loose, American, Rosendale. 56 

Cement, Hydraulic, Ground, Loose, American, Louisville. 50 

Cement, Hydraulic, Ground, Loose, English, Portland. 90 

Cherry, Dry. 42 

Chestnut, Dry. 41 

Concrete. 140 

Copper, Cast. 543 

Copper, Rolled. 548 

Ebony, Dry. 76 

Elm, Dry. 35 

Flint. 162 

Glass, Common Window. 157 

Gneiss, Common. 168 

Granite. 170 

Gravel, about the same as Sand, which see 

Hemlock, Dry. 25 

Hickory, Dry. 53 

Ice. 50 to 58 

Iron, Cast. 450 

Iron, Wrt, Purest. 485 

Iron, Wrt, Average. 480 

Lead. 711 

Lime, Quick, Ground, Loose, or in Small Lumps. 53 

Lime, Quick, Ground, Loose, Thoroughly Shaken. 75 

Lime, Quick, Ground, Loose, Per Struck Bushel. 66 

Limestones and Marbles. 168 

limestones and Marbles, Loose, in Irregular Fragments. 96 

Mahogany, Spanish, Dry. 53 

Mahogany, Honduras, Dry. 35 

Maple, Dry. 49 

Marbles, see Limestones. 

Masonry, of Granite or Limestone, well dressed. 165 

Masonry, of Mortar Rubble. 154 

Masonry, of Dry Rubble (well Scabbled). 138 

Masonry, of Sandstone, well dressed. 144 . 

Mortar, Hardened. 103 

Oak, Live, Dry. 59 

Oak, White, Dry. 52 

Oak, Other Kinds. 32 to 45 

Pine, White, Dry. 25 

Pine, Yellow, Northern. 34 

Pine, Yellow, Southern. 45 

Plaster of Paris. 74 

Quartz, Common, Pure. 165 

Sand, of Pure Quartz, Dry, Loose. 90 to 106 

Sand, Well Shaken. 99 to 117 

Sand, Perfectly Wet.120 to 140 

Sandstones, Fit for Building. 151 

Shales, Red or Black. 162 

Slate. 175 

Snow, freshly fallen. 5 to 12 

Snow, Moistened and Compacted by Rain. 15 to 50 

Spruce, Dry. 25 

Steel. 490 

Sycamore, Dry. 37 

Tar. 62 

Tin, Cast. 459 

Walnut, Black, Dry. 38 

Water, Pure Rain or Distilled, at 60° Fahrenheit. 62J 

Water, Sea. 64 

Zinc or Spelter. 437 

Green Timbers usually weigh from one-fifth to one-half more than dry. 





























































WEIGHTS AND MEASURES 


601 


WEIGHT OF WINDOWS 

There are so many scores of different sizes and thicknesses 
that it is best to refer to millbook for weight. A fair idea 
is given in chapter on millwork. 


WEIGHTS OF FOUR PANEL PINE DOORS 


SIZE 

1" 

H" 

THICKNESS 

If" 

If 

2'0"x6'0" 

17 

22 

33 

45 

2'4"x6'4" 

21 

27 

35 

48 

2'6"x6'6" 

23 

29 

36 

53 

2'8"x6'8" 

24 

31 

42 

56 

2'10"x6'10" 


33 

44 

53 

3'0"x7'0" 

3'0"x7'6" 


35 

42 



For moulded doors add to above five pounds for each side moulded. 

Approx weights of veneered hardwood doors. 

1§" thick, 3 lbs to the sf 1f " thick, 3| lbs to the sf 2 \" thick, 4$ lbs to thesf 


SQUARE COLUMNS 



4x4 

4x4 

4x4 

5x5 

5x5 

5x5 

6x6 

6x6 

6x6 


8-0 

9-0 

10-0 

8-0 

9-0 

10-0 

8-0 

9-0 

10-0 

Poplar.. 

. . 18 

24 

27 

38 

44 

52 

50 

70 

79 

Fir. 

.. 22 

25 

28 

42 

49 

65 

56 

75 

82 




BUILT UP 

COLS 








8x8 

8x8 

8x8 

10x10 10x10 

10x10 




8-0 

9-0 

10-0 

8-0 


9-0 

10-0 

Poplar.. 




73 

80 

70 


88 

100 

Fir. 




78 

85 

75 


93 

105 


PORCH NEWELS 

4x4 5x5 6x6 Balusters—Poplar about 1 lb each 


4-0 4-0 4-0 Spindles—Poplar about f lb each. 

Poplar. 6i lbs 11 lbs 16 lbs. 

Fir. 7 lbs 11J lbs 16| lbs. 

MANTELS 

The Woodwork for 1 Mantel will weigh about 300 lbs. 

The Tile for 1 Mantel will weigh about 75 lbs. 

The Grate for 1 Mantel will weigh about 75 lbs. 


STAIRWORK 

6x6 Starting Newels about 30 lbs. 5x5 Angle Newels about 25 lbs. 

Stair Rail per ft about 2$ lbs. Stair Balusters each about 2 lba. 







602 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


WEIGHT OF LUMBER 

Southern Lumber Manufacturers’ Association 


WEIGHTS OF YELLOW PINE. The schedule marked “A” 
applies from short leaf pine district. The schedule marked 
“B” applies from long leaf district. Revised and adopted at 
Memphis, Jan. 15, 1902. 


“Schedule “A” Lbs 


Schedule "B” Lbs 


Flooring R Plain Back.., 
Flooring R Hollow Back 

Ceiling, r.... 

Ceiling, . 

Ceiling, f". 

Ceiling, R. 

Siding from 1" stock. 

Siding from 1R stock.... 


2,000 

1,900 

1,000 

1,3.00 

1,500 

1,800 

1,000 

1,250 


Drop Siding and Moulded Casing. 1,800 

Moulded Base.2,000 

Finish, inch, S 2 S.2,500 

Finish, 1R 1| & 2", S 2 S.2,700 

Finish, 1, 1R 1£ and 2", Rough. .3,100 

Shiplap, D&M.2,300 

Grooved Roofing.2,400 

Com. Boards and Fencing, SIS 

or 2S.2,500 

Com. Boards, and Fencing,Rough 3,200 
2x4, 2x6 arid 2x8, S 1 S 1 E, to If...2,500 

2x4, 2x6 and 2x8, Rough.3,200 

2x10 and 2x12, S 1 S 1 E, to If . ...2,600 

2x10 and 2x12, Rough.3,200 

2x14 and 3x12, S 1 S 1 E.3,200 

2x14 and 3x12, Rough.3,700 

4x4 and 6x6, S 1 S 1 E.3,200 

4x4 and 6x8, Rough. .4,000 

8x8 and Over, Rough.4,000 


Flooring, Rx3I...2,100 

Flooring, Rx5i.2,300 

Ceiling, f".1,000 

Ceiling, R.1,300 

Ceiling, .1,600 

Ceiling. .1.900 

Bevel Siding, from 1" stock_1,000 

Bevel Siding, from 1R stock. . . 1,400 

Drop Siding, Jx5R.2,000 

Moulded Casing, Rx4* to 5R. .2,000 
Moulded Base R" from 8,10 and 

and 12", Stock.2,100 

Finish, inch S 2 S to R.2,6.00 

Finish, 1R 1R and 2", S 2 S to 

Standard Thickness.2,800 

Finish, Rough.3,400 

Shiplap, D. & M.. R.2,500 

Grooved roofing R".2,600 

Common Boards, Si S or 2 S 

to R"..'.....2,700 

Fencing, S 1 S to R".2,700 

Common Boards and Fencing, 

Rough.3,400 

2x2, 2x6 and 2x8, S 1 S 1 E, 

to If.2,700 

2x4, 2x6 and 2x8, Rough.3,400 

2x10 and 2x12, S 1 S 1 E, to If..,2,800 

2x10 and 2x12, Rough.3,400 

2x14 and 3x12, S and E, £ off 

g’n.3,600 

2x14 and 3x12 Rough, Green . .4,200 
4x4 and 6x6, S and E, Green.. .3,600 
4x4 and 6x6, Rough, Green... .4,200 

6x8 and Over, Rough.4,300 

6x8 and Over, S 4 S, Green... .3,800 


NORTHERN WEIGHTS 


Pine and Hemlock.... 

Norway and Y P. 

Oak and Walnut. 

Ash and Maple. 

Oregon and Wash. Fir 


Dry 

Partly Seasoned 

Green 

2500 

2700 

3000 

3000 

4000 

5000 

4000 

5000 


3500 

4000 


2800 

3000 

3300 


weights of lumber, etc, dry 

Flooring, Dressed and Matched, per 1,000'. 

Poplar Box Boards, per 1,000'. 

Siding, Dressed, per 1,000'.. 

Ceiling, f" Thick, per 1,000'. 

Ceiling, R Thick, per 1,000'.. 

Boards, Dressed, One Side, per 1,000... ,,,,,,,,,, * 


1,800 lbs 
2,000 lbs 
800 lbs 
800 lbs 
900 lbs 
2,000 lbs 





















































WEIGHTS AND MEASURES 


603 


Weights of Lumber, Etc., Dry—Continued 


Boards, and Dimension, Rough, per 1,000'. 2,400 lbs 

Shingles, per 1,000 pcs. 240 lbs 

Lath, per 1,000'pcs. 500 lbs 

Pickets, Dressed, per 1,000 pcs. 1,800 lbs 

Pickets, Rough, per 1,000 pcs. 2,400 lbs 

Weight of Mouldings, lxl", per 100 If, 15 lbs. 

WEIGHTS OF HARDWOOD FLOORING 

|" Flooring Weighs, per 1,000'. 1,000 lbs 

Y Flooring Weighs, per 1,000'. 1,200 lbs 

f" Flooring Weighs, per 1,000'. 1,500 lbs 

i" Flooring Weighs, per 1,000'. 2,000 lbs 

and Thicker Weighs, 1,000'. 2,500 lbs 


LUMBER RECKONER 







Length 

in Feet 





Size in 

In 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

2x4 


8 

9$ 

10$ 

12 

13$ 

14$ 

16 

17$ 

18$ 

20 

I 21$ 

2x6 

10 

12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

2x8 

13$ 

16 

18$ 

21$ 

24 

26$ 

29$ 

32 

34$ 

37$ 

40 

42$ 

2 xlO 

16$ 

20 

23$ 

26$ 

30 

33$ 

36$ 

40 

43$ 

46$ 

50 

53$ 

2 xl2 

20 

24 

28 

32 

36 

40 

44 

48 

52 

56 

60 

64 

2 xl4 

23$ 

28 

32$ 

37$ 

42 

46$ 

51$ 

56 

60$ 

65$ 

70 

74$ 

2 xl6 

26$ 

32 

37$ 

42$ 

48 

53$ 

58$ 

64 

69$ 

74$ 

80 

85$ 

2$xl2 

25 

30 

35 

40 

45 

50 

55 

60 

65 

70 

75 

80 

2$xl4 

29$ 

35 

40§ 

46$ 

52$ 

58$ 

64$ 

70 

75| 

81$ 

87* 

93$ 

2$xl6 

33$ 

40 

46$ 

53$ 

60 

66$ 

73$ 

80 

86$ 

93$ 

100 

106$ 

8x6 

15 

18 

21 

24 

27 

30 

33 

36 

39 

42 

45 

48 

3x8 

20 

24 

28 

32 

36 

40 

44 

48 

52 

56 

60 

64 

3 xlO 

25 

30 

35 

40 

45 

50 

55 

60 

65 

70 

75 

80 

3 xl2 

30 

36 

42 

48 

54 

60 

66 

72 

78 

84 

90 

96 

3 xl4 

35 

42 

49 

56 

63 

70 

77 

84 

91 

98 

105 

112 

3 xl6 

40 

48 

56 

64 

72 

80 

88 

96 

104 

112 

120 

128 

4x4 

13$ 

16 

18$ 

21$ 

24 

26$ 

29$ 

32 

34$ 

37$ 

40 

42$ 

4x6 

20 

24 

28 

32 

36 

40 

44 

48 

52 

56 

60 

64 

4x8 

26$ 

32 

37$ 

42$ 

48 

53$ 

58$ 

64 

69$ 

74$ 

80 

85$ 

4 xlO 

33$ 

40 

46$ 

53$ 

60 

66$ 

73$ 

80 

86$ 

93$ 

100 

106$ 

4 xl2 

40 

48 

56 

64 

72 

80 

88 

96 

104 

112 

120 

128 

4 xl4 

46$ 

56 

65$ 

74$ 

84 

93$ 

102$ 

112 

121$ 

130$ 

140 

149$ 

6x6 

30 

36 

42 

48 

54 

60 

66 

72 

78 

84 

90 

96 

6x8 

40 

48 

56 

64 

72 

80 

88 

96 

104 

112 

120 

128 

6 xlO 

50 

60 

70 

80 

90 

100 

110 

120 

130 

140 

150 

160 

6 xl2 

60 

72 

84 

96 

108 

120 

132 

144 

156 

168 

180 

196 

6 xl4 

70 

84 

98 

112 

126 

140 

154 

168 

182 

196 

210 

224 

6 xl6 

80 

96 

112 

128 

144 

160 

176 

192 

208 

224 

240 

256 

8x8 

53$ 

64 

74$ 

85$ 

96 

106$ 

117$ 

128 

138$ 

149$ 

160 

170$ 

8 xlO 

66$ 

80 

93$ 

106$ 

120 

133$ 

146$ 

160 

173$ 

186$ 

200 

213$ 

8 xl2 

80 

96 

112 

128 

144 

160 

176 

192 

208 

224 

240 

256 

8 xl4 

93$ 

112 

130$ 

149$ 

168 

186$ 

205$ 

224 

242$ 

261$ 

280 

298$ 

10 xlO 

83$ 

100 

116$ 

133$ 

150 

166$ 

183$ 

200 

216$ 

233$ 

250 

266$ 

10 xl2 

100 

120 

140 

160 

180 

200 

220 

240 

260 

280 

300 

320 

lOx 14 

116$ 

140 

163$ 

186$ 

210 

233$ 

256$ 

280 

303$ 

326$ 

350 

373$ 

10 xl6 

133$ 

160 

186$ 

213$ 

240 

266$ 

293$ 

320 

346$ 

373$ 

400 

426$ 

12 xl2 

120 

144 

168 

192 

216 

240 

264 

288 

312 

336 

360 

384 

12 xl4 

140 

168 

196 

224 

252 

280 

308 

336 

364 

392 

420 

448 

12 xl6 

160 

192 

224 

256 

288 

320 

352 

384 

416 

448 

480 

512 

14 xl4 

163$ 

196 

228$ 

261$ 

294 

326$ 

359$ 

392 

424$ 

457$ 

490 

522$ 

14 xl6 

186$ 

224 

261$ 

298$ 

336 

373$ 

410$ 

448 

485$ 

522$ 

560 

597$ 










































604 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


There are several books and devices which save the 
trouble of using the above table. I have used a little book 
sold by B. L. Jenks, Cleveland, O., for several years. 


TABLE OF BOARD MEASURE 


Width 

10 

12 

Length 

14 

16 

18 

20 

4. 

.31 

4 

4f 

51 

6 

6i 

5. 


5 

5H 

6i 

n 

81 

e .. . 

.5 


7 


8 

9 

10 

7. 

. 5| 

7 

81 

91 

91 

10i 

101 

Hi 

131 

8. 

. 6§ 

8 

12 

9. 

. 71 

9 

101 

12 

131 

15 

10. 

.81 

10 

Hi 

131 

15 

16i 

11. 


11 

12 

| 

14i 

161 

181 

12. 


12 

14 

16 

18 

20 

13. 


13 

151 

171 

191 

21i 

14. 

.Hi 

14 

161 

18i 

21 

231 

15. 

.121 

15 

171 

20 

221 

25 

16. 


16 

18i 

211 

24 

26i 

17. 


17 

19j 

1 22i 

251 

281 

18. 


18 

21 

24 

27 

80 


FORM SHEET 

FOR BILLS 

OF MATERIAL 








Amount 

No. of 
Pieces 

Description 

Size 

Length 

Quan’y 

Rate 

Material 

Labor 

40 

Sills 

6x8 

20 

3200 

$25 

$80.00 


100 

Joists 

2 x 12 

16 

3200 

23 

73.60 


180 

Studs 

2x6 

18 

3240 

21 

68.05 






9640 

8 


$77.15 







$221.65 

$77.15 

100 

Bbls Portland 




$1.80 

$180.00 



Crushed Stone 



100 tons 

1.75 

175.00 



Sand 



55 yds 

1.00 

55.00 








$410.00 

$136.60 


White Lead 



400 lbs 

$0.07 

$28.00 










































WEIGHTS AND MEASURES 


605 


WAGES TABLE 


The Division of Building and Housing, Department of Commerce, 
Washington, found that percentages of labor ran about as follows: 

Wages paid to carpenters represent 34 of the entire labor on a 
frame house. Other classes of labor on a frame house run as follows: 

Bricklayers, 6.2per cent; hod carriers, 2.2;plasterers, 7.9;plumbers, 
8.7; electricians, 2.6; painters, 10; common laborers, 6.3; all others, 
6.5. 

For a brick house allow: Carpenters, 32.2; bricklayers, 21.5; hod 
carriers,6.7; plasterers, 8.8;plumbers, 7.6;electricians,2.5; painters, 
6.3; common laborers, 9.9; all others, 4.5. Averages were made 
from reports covering a large number of 6-room brick and frame 
cottages throughout the United States, about the end of 1921. 

The Omaha, 1922, wage scale as issued by the government to the 
builders exchange is as follows: 

Carpenters, 90 cents an hour; cement finishers, 90 cents; electricians, 
$1.12!; hod carriers, 55-60 cents; common laborers, 35-45 cents, 
lathers, $1; painters, 90 cents; plasterers, $1.25; plaster helpers, 35-45 
cents; brick layers, $1; elevator constructors, $1; gas fitters, $1.12!; 
hoisting engineers, $1; marble cutters, 87! cents; marble setters, $1; 
masons, $1; ornamental iron workers, $1; pipe covers, $1; plumbers 
$1; roofers, $1; sheet metal workers, $1; steam fitters, $1; steam 
fitter helpers, 75 cents; stone cutters, $1; structural iron workers, $1 
and tile setters, $1. 


WEIGHTS AND MEASURES 


LENGTH 


SURFACE 


12 inches = 1 foot 44 square inches = 1 sq. ft. 

3 ft. =1 yd. 9 sq. ft. = 1 sq. yd. 

5j yds. = 1 rod 640 acres = 1 sq. mile 

40 rods = 1 furlong 

8 fur. = 1 mile 

SQUARE 


A square in the building trades is 100 sq. ft. 

CUBIC OR SOLID WEIGHT 

1728 cu. in. = 1 cu. ft 16 ounces = 1 pound (lb.) 

27 cu. ft. = 1 cu. yd. 2000 pounds (lbs.) = 1 ton 

128 cu. ft. = 1 cord 2240 pounds = 1 long ton 

2150.42 cu. in. = 1 bushel 

DECIMAL EQUIVALENTS OF INCHES, FEET, AND YARDS 


Frac. of Dec. of Dec. of 
an Inch an Inch a Foot 


1-16 

= .0625 

= .00521 

Vs 

= .125 

= .01041 

3-16 

= .1875 

= .01562 

H 

= .25 

= .02083 

5-16 

= .3125 

= .02604 

Vs 

= .375 

= .03125 

7-16 

= .4375 

= .03645 


= .5 

= .04166 

9-16 

= .5625 

= .04688 

Vs 

= .625 

= .05208 

11-16 

= .6875 

= .05729 

% 

= .75 

= .06250 

13-16 

= .8125 

= .06771 

% 

= .875 

= .07291 


Ins. 


Feet 

Yards 

1 

= 

.0833 

= .0277 

2 

= 

.1666 

= .0555 

3 

= 

.25 

= .0833 

4 

= 

.3333 

= .1111 

5 

= 

.4166 

= .1389 

6 

= 

.5 

= .1666 

7 

= 

.5833 

= .1944 

8 

= 

.666 

= .2222 

9 

— 

.75 

= .25 

10 


.8333 

= .2778 

11 

— 

.9166 

= .3055 

12 

= 

1. 

= .3338 


600 APPRAISERS’ AND ADJUSTERS’ HANDBOOK 


Metric System and English Equivalents 

The Metric System is based on the meter, which was designed to be one ten- 
millionth (Mooooooo) part of the earth’s meridian, passing through Dunkirk and 
Formentera. Later investigations, however, have shown that the meter exceeds 
one ten-millionth part by almost one part in 6400. The value of the meter, as 
authorized by the U. S. Government is 39.37 inches. The metric system was 
legalized by the U. S. Government in 1866. 

The three principal units are the meter, the unit of length; the liter, the unit of 
capacity; and the gram, the unit of weight. Multiples of these are obtained by 
prefixing the Greek words: deka (10), hekto (100), and kilo (1000). Divisions are 
obtained by prefixing the Latin words: deci (Mo), centi (100), and milli (Mooo). 
Abbreviations of the multiples begin with a capital letter, and of the divisions with 
a small letter, as in the following tables: 

, Measures of Length 

10 millimeters (mm.).= 1 centimeter (cm.).= .3937 in 

10 centimeters.= 1 decimeter (dm.) 

10 decimeters.= 1 meter (m.).=3.28083 ft. =39.37 in 

10 meters.= i dekameter (Dm.) 

10 dekameters.= 1 hektometer (Hm.) 

10 hektometers.= 1 kilometer (Km.).=0.62137 mile 

1 foot.= . 3048 meter 

1 inch.= 25.4 millimeters 

Measures of Surface (not Land) 

100 square millimeters (mm.2)_= 1 square centimeter (cm.2) =0.155 sq in 

100 square centimeters.= 1 square decimeter (dm.2) 

100 square decimeters.= 1 square meter (m.2).=10.764 sq ft 

1 square yard.= . 836 square meter 

1 square foot.= .0929 square meter 

1 square inch.=645.2 square millimeters 

Measures of Volume 

1000 cubic millimeters (mm. 8 ) = 1 cubic centimeter (cm.3).=.061 cu in 

1000 cubic centimeters.= 1 cubic decimeter (dm. 3 ) =1 liter =61.023 cu ins 

1000 cubic decimeters.= 1 cubic meter (m.3) =35.314 cu ft =264.2 gallons 

1 cubic yard.= .7645 cubic meter 

1 cubic foot.= .02832 cubic meter 

1 cubic inch.= 16.387 cubic centimeters 


Measures of Capacity 

10 milliliters (ml.).= 1 centiliter (cl.) 

10 centiliters.= 1 deciliter (dl.) 

10 deciliters.'..= 1 liter (1.) =1.0567 qts.(U.S.) =61.023 cu ins 

10 liters.= 1 dekaliter (Dl.) 

10 dekaliters.= 1 hektoliter (HI.) 

10 hektoliters.= 1 kiloliter (Kl.) 

1 gallon (U. S.).= 3.785 liters 

1 gallon (British) ...-.... = 4.543 liters 


10 milligrams (mg.) 

10 centigrams. 

10 decigrams. 

10 grams. 

10 dekagrams. 

10 hektograms. 

1000 kilograms. 


Measures of Weight 

.= 1 centigram (eg.) 

.= 1 decigram (dg.) 

.= 1 gram (g.). .=15.432 grains 

.= 1 dekagram (Dg.) 

.= 1 hektogram (Hg.) 

.= 1 kilogram (Kg.).=2.2046 pounds 

.= 1 ton (T).=.9842 ton of 2240 pounds 


Note. The gram is the weight of one cubic centimeter of pure distilled water 
at a temperature of 39.2°F.; the kilogram is the weight of 1 liter of water- the ton 
18 the weight of 1 cubic meter of water. 


1 grain = .0648 gram 1 ounce (Adv.).= 28.35 grams 

1 pound = .4536 kilograms 1 ton of 2240 pounds = 1.016 metric tons 












































WEIGHTS AND MEASURES 


G07 


Decimal Equivalents of Millimeters and Fractions of Millimeters 


mm. Inches 


Mo = 

.00079 

Mo = 

.00157 

$50 = 

.00236 

%0 = 

.00315 

Ho = 

.00394 

Mo = 

.00472 

Mo = 

.00551 

Mo = 

.00630 

Mo = 

.00709 

Ho = 

.00787 

Hio = 

.00866 

J %0 = 

.00945 

‘Mo = 

.01024 

Ho = 

.01102 

Ho = 

.01181 

Ho = 

.01260 

‘Mo = 

.01339 

‘Ho = 

.01417 

‘Mo = 

.01496 

Ho = 

.01575 

J Mo = 

.01654 

J %0 = 

.01732 

2 Mo = 

.01811 

j Hq = 

.01890 

*Ho = 

.01969 

2 %0 = 

.02047 

2 Mo = 

.02126 

2 Mo = 

.02205 

2 Mo = 

.02283 

Ho = 

.02362 

8 Mo = 

.02441 

3 Mo = 

.02520 

3 Mo = 

.02598 

3 Mo = 

.02677 

II 

O 

S' 

.02756 

3 %0 = 

.02835 

3 Mo = 

.02913 

II 

o 

n 

.02992 


Moo mm. = .0003937". 


mm. 

Inches 

mm. 

Inches 

mm. Inches 

3 Mo = 

03071 

27 

= 

1.06299 

64 

= 2.51968 

4 %o = 

.03150 

28 

= 

1.10236 

65 

= 2.55905 

II 

© 

.03228 

29 

x= 

1.14173 

66 

= 2.59842 

4 Mo = 

.03307 






4 Mo = 

.03386 

30 

= 

1.18110 

67 

= 2.63779 

4 Mo = 

.03465 

31 

= 

1.22047 

68 

= 2.67716 



32 

= 

1.25984 

69 

= 2 71653 

4 Mo = 

.03543 

33 

= 

1.29921 

70 

= 2.75590 

4 %o = 

.03622 

34 

=5 

1.33858 

71 

= 2.79527 

4 Mo = 

.03701 






4 Mo = 

.03780 

35 

= 

1.37795 

72 

= 2 83464 

4 Mo = 

.03858 

36 

= 

1.41732 

73 

= 2.87401 



37 

= 

1.45669 

74 

= 2.91338 

1 = 

.03937 

38 

= 

1.49606 

75 

= 2.95275 

2 = 

.07874 

39 

= 

1.53543 

76 

= 2.99212 

3 = 

.11811 






4 = 

.15748 

40 

= 

1.57480 

77 

= 3.03149 



41 

= 

1.61417 

78 

= 3.07086 

5 = 

.19685 

42 

= 

1.65354 

79 

= 3.11023 

6 = 

.23622 

43 

= 

1.69291 

80 

= 3.14960 

7 = 

.27559 

44 

=2 

1.73228 

81 

= 3.18897 

8 = 

.31496 






9 = 

.35433 

45 

as 

1.77165 

82 

= 3 22834 



46 

= 

1.81102 

83 

= 3 26771 

10 = 

.39370 

47 

= 

1.85039 

84 

= 3.30708 

11 = 

.43307 

48 

= 

1.88976 

85 

= 3.34645 

12 = 

.47244 

49 

= 

1.92913 

86 

= 3.38582 

13 = 

.51181 






14 = 

.55118 

50 

= 

1.96850 

87 

= 3.42519 



51 

= 

2.00787 

88 

= 3.46456 

15 = 

.59055 

52 

= 

2.04724 

89 

= 3.50393 

16 = 

.62992 

53 

= 

2.08661 

90 

= 3.54330 

17 = 

.66929 

54 

c= 

2.12598 

91 

= 3.58267 

18 = 

.70866 






19 = 

.74803 

55 

= 

2.16535 

92 

= 3.62204 



56 

= 

2.20472 

93 

= 3.6.6141 

20 = 

.78740 

57 

= 

2.24409 

94 

= 3.70078 

21 = 

.82677 

58 

= 

2.28346 

95 

= 3.74015 

22 = 

.86614 

59 

= 

2.32283 

96 

= 3.77952 

23 = 

.90551 






24 = 

.94488 

60 

as 

2.36220 

97 

= 3.81889 



61 

as 

2.40157 

98 

= 3.85826 

25 = 

.98425 

62 

— 

2.44094 

99 

= 3.89763 

26 = 1 

.02362 

63 

= 

2.48031 

100 

= 3.93700 


Miscellaneous 

1 kilogram per meter = . 6720 pounds per foot. 

1 gram per square millimeter = 1.422 pounds per square inch. 

1 kilo gram per square meter = 0.2084 pounds per square foot. 

1 kilogram per cubic meter = . 0624 pounds per cubic foot. 

1 degree centigrade = 1.8 degrees Fahrenheit. 

1 pound per foot = 1.488 kilograms per meter. 

1 pound per square foot = 4.882 kilograms per square meter. 

1 pound per cubic foot = 16.02 kilograms per cubic meter. 

1 degree Fahrenheit = .5556 degrees centigrade. 

1 Calorie (French Thermal Unit) = 3.968 B. T. U. (British Thermal Unit). 
I Horse Power -{JJjjwrtto P ° UndS miDUte ' 

1 Watt (Unit of Electrical Power) 

IT 000 Watts 

1 Kilowatt = •(1.34 Horse Power 

(44240 foot pounds per minute 


_ f .00134 Horse Power 

\44.24 foot pounds per minute. 











' 

. 




. 














. 




. 





■ 



















INDEX 


A 

Anchors, 410, 411 
Apartments, 237, 244 
Ashlar, see Stone 
Autos, floor space required, 237 

B 

Backfilling, 263 
Bells and chimes, 229-231 
Blackboards, 366, 519 
Boilers, 155, 203, 204 
installation, 253 
lagging, 250 
Brick, 310-341 
arch, 310, 336 
enameled, 311 
face, 311 
fire, 251, 315-319 
headers, 332 
in 10 states 
molded, 310 

number required, 330, 331, 
333, 334 
paving, 336 
size, 332, 335 
Brickwork, 310-341 
all-rolok,.335 
bond, 315 
bungalow, 335 
chimney, 336 
cleaning face, 336 
cottages, 118, 122 
cuts, 316-319 
detailed work, 314 


Brickwork, flues, 341 
and frame, 110-112 
and glass, 136 
good, 1600 years, 55 
grouting, 336 
hoisting, 321 
labor on common, 320 
labor on face, 315-319 
labor tables, 311, 312. 322- 
325, 337-339, 341 
mortar, 298, 312, 326, 327, 
332, 336, 340 
color, 329 
joint, 315 

percentage of in building, 66, 
67, 123-126, 135-138, 
162-169 
profit, 313 
sand, 313 
vaults, cost, 68 
veneer, 122 

walls, cost per sq ft, 114, 115 
“1 with 1§,” 321 
Bridges, 179-181 
Buildings, typical, 573-579 

C 

Caissons, 264 
Cement block walls, 116 
mortar, 281 
stone, 342-344 
weight, 332 

Chimney stacks, 129-133 
largest, 132 


609 




610 


INDEX 


Chimney lightning rods, 133 
reinforced, 132, 133 
sheet metal, 130, 131, 133, 
254 

sheet metal painting, 254 
wrecking, 130 
Concrete, 269-281 
buildings, 102-105 
columns and beams, cu ft, 277 
costs, detailed, 276 
cottages, 82 
driveways, 277, 280 
floors, 278, 280 
forms, 272, 273, 274 
grain elevator, 206 
heating and hoisting, 271 
labor, 271, 274, 275 
machine foundations, 195- 
201, 272 

measurement, 271, 275 
partition, 102, 104, 105 
piles, 268 
quality, 270 
quantities, 269, 281 
roundhouse, 167 
sidewalks, 277, 279 
stairs, 280 
steel, 274, 276, 277 
surfacing, 279, 281 
Comparative Costs: 
hollow tile, 113 
1915-20 houses, 119, 120 
large buildings, 102, 103, 105 
walls, 120-122 
Conduits, 252, 254, 264 
Cord, cu ft, in a, 245 
Cotton mills, 64, 72-76, 105 

D 

Dampproofing, 336 
Depreciation, 33-60 
and appreciation, 37 
apartment, 49 
boilers, 43 
bridges, 43, 179 


Depreciation, buildings, detailed, 
52-54 

in Philadelphia, 56 
old in U. S., 33, 34 
Cleveland, 47, 48 
crossties, 38, 55, 56 
expert work, 32 
freight car, 37 
general, 13, 313 
grain elevators, 203 
importance of, 36 
insurance, 13, 14 
Interstate Commerce Com¬ 
mission data, 43, 44 
mortality table, 37 
obsolescence, 35, 36, 234 
office buildings, 48, 49 
on $50,000,000, Omaha, 33, 
233-237 

pipe, metal, 43, 56-59 
wood, 59-61 
R.R. machines, 43 
Neb., 37-42-44 (general) 
none, 44-46 

real estate experts, 50, 51 
shingles, 34 
and sinking fund, 51 
U. S., 55 (small work) 
Driveways, 277, 280 

E 

Electrical supplies, 251-253 
wiring, labor, 260 
work, 544-545 
Elevators, grain, 202-206 
Engine foundations, 196 
Excavation, 262-26& 
caissons, 264 
cesspool, cistern, 264 
conduit, curbing, 264 
lineal ft, 216 

machine foundations, 262 
rock, 264 
tables, 263-267 




INDEX 


611 


F 

Fences, 141, 177, 194, 347 
Fireproofing: 
arches, 350, 352, 357, 359 
asbestos lumber, 363 
bakup tile, 351, 356 
columns and beams, 351, 352 
combination floors, 354-356 
labor tables, 350-354 
lath, metal, see Plaster 
mortar, 351-353 
“Natco,” 350 
partitions, 351, 353 
price of tile, 358, 359 
steel buildings, 362 
sash and doors, 361 
small items, 362 
vs. slow burning, 104, 108,109 
vs. sprinklered, 109 
Floors, concrete, 278, 280 
tile, marble, etc., 287, 291, 306, 
309 

Flues, boiler, 253 
Forms, see Concrete 
Freight, see under Granite, 
Stone, etc. 

G 

Garages and car area, 237 
Glass, 502-506 
plate size, 81 
Granite, 298-305 
carving, 304 
cu ft prices, 305 
estimating, 299-302, 304 
freight, 298 

hand vs. machine work, 305 
member chart, 303 
setting, 298 

H 

. Hardware, 522-527 
Hauling, 263, 296, 305, 307 
Heaters, 227, 536 


Heating, 540-543 
Hotels, 82, 243 
Howe trusses, 210 

I 

Index Nos., U. S., see at Begin¬ 
ning of Appraiser. 
Insurance, 80 per cent clause, 
15, 16 

and sprinkling, 109, 221, 222 
cu ft figures, 53 

Interstate Commerce Commis¬ 
sion, 248-261 

I. C. C. and change of prices, 249 

L 

Labor and material, proportion, 
62 

Lead and jute for pipes, 224 
Libraries, 94, 95, 564, 565 
Lightning rods, 133, 157 
Lime, 333 

Lumber prices, 261, 456 

M 

Machines, see under Railroad 
Buildings, Foundation 
Manhole covers, 252 
Manufacturing buildings, large, 
134 

Marble, 305-308 
columns, 307 
labor on, 307 
prices, 306 
setting, 306 
stairs, 306 
tile, floor, 306 
wainscoting, 306, 
weight, 307 

Measurement, rules of, 245 
Millwork and Glass, 431-501 
cases, 214, 215, 495-497 
casings, 454 

Chicago (1910-14), 432-445 



612 


INDEX 


Millwork and Glass, Chicago, 
base, etc., 441-443 
doors, 433 

door jambs, 440, 441 
hardwood floors, 445 
lumber, 445 

porch columns, 443, 444 
windows, 434, 440 
Cost Book “A,” 452-498 
columns, interior, 489, 490 
cornices, 457, 458 
counters, 216, 451 
door frames, 461-466 
doors, 447-450, 470-474 
fireproof, 228 
folding, 179 

revolving, 215, 227, 228 
drawers and bins, 496, 497 
floors, hardwood, 423, 499- 
501 

frames, door and window, 
461-466 
gable, 467-469 
interior, 476 
lumber prices, 261, 456 
moldings, 453, 455 
paneling, 494, 495 
partitions, office, 216, 451 
pedestals, 492, 493 
percentages (various), 66, 
67, 123-126, 135-138; 

162-169 
porches, 461 

posts and columns, 459, 460, 
490, 491 

sash, sq ft, 446, 447 
interior, 475 
screens, 451 
seats, interior, 498 
store fronts, 78-80, 457 
stairs, 477-488 
balusters, 488 
main body, 478-483 
newels, 484, 486 
rails, 486, 487 


Moisture proofing, 115 
Mortar for brick, 315, 326, 327, 
332, 336, 340 
Mortar, cement, 281 
color, 329 

Movie buildings, 83, 243 

O 

Office buildings, Omaha, 238 
Omaha buildings, 232-243 
Ornamental iron, 547-572 

P 

Paint per 100 sq. ft. 427 
and pipe covering, 258 
Painting, 528-534 
smoke stack, 254 
Percentages in building, 66, 67, 
123-126, 135-138 
Perches, 245 
Piling, costs, 268 
Pipe 

cost of (1868-1917), 224, 225 
covering, 250, 258 
sewer, 258 
water, etc., 222-224 
Plaster, 364-396 
back, 121 
Bishopric bd, 121 
board, 366, 367, 370 
blackboard, 366 
brackets and capitals, 376, 381 
Caen stone, 366 
compo board, 366 
cornices, 373-375 
extras, 372 
labor, 365, 368, 369 
tables, 382-384 
lath, 366, 367, 369 
lime, 333 

nails and staples, 372, 373 
ornamental, 373-375 
prices per sq, 427 
per yd, 372, 373 




INDEX 


G13 


Plaster quantities, 370, 371, 385 
scagliola, 366 
tables of yardage, 387-396 
Plumbing, 535-439 
Poles, 252-259 

R 

Railroad Buildings: 
ash pit, 152 
baggage rooms, 128 
bins, 135 

blacksmith shop, 135, 136, 
137, 145, 159 

boiler shop, 135, 136, 144, 159 
buildings, M. M. list, 142-153 
bunk houses, 140 
carpenter labor per sq ft, 136 
car shops, 138, 139, 146, 159 
chimney stacks, 129-131, 133 
coal bins and buckets, 179 
chute, 152 

handling plant, 129, 178 
shed, 135 

dry kilns, 77, 139, 153, 178 
engine house, see Roundhouse, 
express rooms, 129 
fences, 141, 177, 194 
floor, shop, 157 
foundations, engine, 196 
machine, 195-201, 272 
foundry, 137, 145 
bins, 135 

fountains, drinking, 179 
ice houses, 140, 153, 177 
ice yield, 140 
iron house, 135 
lantern on shop, 135 
lavatories, 139, 151 
lumber sheds, 140 
machine shops, 70, 134, 135; 
sq and details; 142-144, 
M. M.; 158, 159, Ga. 
machines, installation, 255, 
256 

masonry or glass in wall, 136 


Railroad Buildings: 

Master Mechanics’ list of 
shops, 142-153 
metal windows, 171, 361 
office building, 151 
oil house, 136, 138, 149 
pattern shop, 136, 146 
piling per sq ft of area, 136 
pits, roundhouse and shops, 
170, 179 

planing mills, 148 
platforms and roofs, 140, 141 
viaduct, 178 

power houses, 129, 143, 159 
pump house, 174 
roundhouses, 150, 158, 159 
114 ft., 168-171 
10-stall, 161-166 
Central of Ga. R. R., 159 
concrete, reinforced, 167 
New Haven R. R., 158, 172, 
173 

sand house, 140 
shelter sheds, 140 
shop roofs, 135 
signal towers, 128 
standpipe, 140 

stations, passenger, small, 128, 
160 

steel on shops, 135-138 
storehouse, 136, 137 
track, 151, 157 
transfer pits, 153, 157, 178 
umbrella sheds, 178 
wheel shop, 148 
Whiting hoist building, 158 
yard valuation, 31, 32 
R. R. Equipment: 
benches, 155 
bins and cases, 212-216 
blue print machine, 155 
boilers, 155, 203, 204, 253 
condenser, 2000 hp., 155 
cranes, elec., 154, 155 
cupolas, foundry, 155 



614 


INDEX 


It. R. Equipment: 
filter, water, 157 
heater box, 157 
ladders, sliding, 215 
meter, water, 157 
motors, 156 

pipes, water, sewer, etc., 152, 
157, 256, 257 

racks, cases, bins, 215, 216 
refrigerators, 157 
rollingstockappraisal, 34,35,36 
silvering table, 157 
steam hammers, 153, 154 
track scales, 174 
turnstiles, 157 

turntables, 152, 167, 174-176 
water tanks, 174, 183-193 
windmills, 157 

R.R.yards,labor, 152,157,256,257 
Reinforced buildings, 102, 103, 
105 

Revolving doors, 227, 228 
Roofing, 515-521 
canvas, 521 
Federal tile, 521 
gravel, 515, 516 
prepared, 516 
shingles, composition, 520 
wood, under Woodwork 
slate, 516-518 
thatched work, 521 
tile, 519, 521 

S 

Sand, 328, 329 
Schools, 67, 86, 91-93 
Sewer pipe, 258 
Shafting, erecting, 259 
Sheet Metal, 507-514 
ceilings, 514 
copper, 511-512 
cornices, 511-512 
detailed costs, 510 
per sq, 507-509 
Sheet piling, 263 


Shops, manufacturing, 240, 242 
Silos, 127 
Skylights, 512 
ventilators, 513 
Skyscrapers, 65-67 
Slate, electrical work, 253 
Sprinklers, 217-222 
Square, area of, 605 
Sq and Cu Ft Costs, 62-101 
(On a 1913 basis) 
bathhouses, 83 
capitol, state, 83 
churches, 96 
city halls, 83 

Cleveland valuation, 97-101 
cottages, concrete, 82 
cotton mills, 64, 72-76, 105 
courthouses, 83 
cu and sq systems vary with 
size, 63 

cu ft and fireproof work, 67 
dairy barns, 83 
drill hall, 82 
fire engine house, 82 
flats, 81, 82 
garages, 83-85 
greenhouses, 83 
hospitals, 82 
hotels, 82, 243 
industrial buildings, 70-72 
insurance cu ft values, 53 
libraries, 93-95 
Main, Chas. T., cotton mills, 
etc., 64, 72-76 

outside wall, length and 
cubing, 63 
postoffices, 68, 69 
residences, 82 
room, cost per, 82 
schools, 86, 87, 91-93 
Boston, 87-89 
percentages, 126 
septic tanks, 85 
skyscraper data, 65-67 
slaughter house, 82 



INDEX 


615 


Sq and Cu Ft Costs, sq ft and 
area, 64, 71, 72 
stables, 83 
stores, 78-81 
street car barns, 70 
telephone buildings, 69, 338 
tenements, 82 
theaters, 83, 243 
vaults, brick, 68 
veneered work, 82, 122 
Y. M. C. A.’s, 68 
Steel and Iron, 345-349 
column weights, 348, 349 
fence, 347 
fire escapes, 347 
gas pipe rail, 346 
high buildings, 276 
labor erecting, 345-347 
painting, 347 
R. R. shop, 135-138 
rivets, 345 
small items, 347-348 
trusses, 211 

weight of on R. R. shops, 135 
weight per cu ft, 345 
wickets, 346 
Stone, 282-298 
ashlar, labor, 285, 286, 289, 
290, 296, 308 
mortar, 297 

trimmings, 286,287,290,291 
balustrade, 295 
cleaning fronts, 296 
cobblestone, 284, 285 
columns, 286, 295, 307 
cu ft prices, 293-295 
freight, 293 

hauling, 296, 305, 307 
moldings, 295 
mortar, 292, 297 
rubble, labor, 282-284, 288, 
289, 308 
material, 292 
mortar, 292 

walls, 114 

. 


Stone, sills, door and window, 
293, 294 
tables, 308, 309 
tracery, 294 

Stores, see sq ft in Index 
Omaha, 239 

T 

Tables of U. S. Index Nos., see 
at beginning of Appraiser 
Tanks, water, R. R., 183-193 
Tar, coal, 157 
Tile, hollow, 113 
Tiling, interior, 546 
Trees, felling, 262 
Trenching, 262, 263, 265 
Trusses, 207, 210, 211 
Typical buildings, 574-579 

V 

Valuations: 
all commodities, 3 
appraisal systems, 14 
architects’ percentages, 5 
bids, contractors’, 4 
blanks for, 17, 19, 20 
book values, 4, 226 
changes in prices, 5, 6 
commodities, building, prices 
(1890-1919), 9-11 
contingencies, 6 
cost of, 18 

cu ft and sq ft systems, 21 
details for, 22-31 
drawings, valuable, 227 
engineering expenses, 8 
extras = 47.6 per cent, 15 
foundations, not valued, 12 
“going concern,” 15 
hotel items, 227 
insurance, how made, 12-14 
intangible value, 15 
interest during construction, 
6 , 8 

items required, 30, 31 



616 


INDEX 


Valuations: 
libraries, law, 226 
maps, 227 

Omaha, $50,000,000, 232 
original R. R. cost, 6, 7 
piping, 13 

pipe, water, prices (1868— 
1917), 224 

prices (1890-1922), 2-4 
refrigerators, 227 
requirements, 6, 7 
sprinklers, 13 
square system, 13, 21 
wiring, 13 
yard, R. R., 31, 32 
Vaults, 68 

Veneered work, 82, 122 

W 

Wall costs, S. C., 122 
Warehouses, 239 
standard, 240-242 
Weights and measures, 580 
Wells, R. R., 181, 182 
Woodwork, 397-430 
anchors, 410, 411 
basement sleepers, 410 
bridging, 397, 407, 429, 430 
caps and bases, metal, col¬ 
umns, 411, 412 
ceiling covering, wood, 422 
cornice, 215 

costs, general, per sq, 405-430 
covering, floors, 421-423 
rafters, 425, 426 
walls, 425-426 
examples per sq, 414 
floor covering, 421,423 


Woodwork, floors, hardwood, 
423 

joist tables, 416-420 
labor on, 403, 404 
mill construction, 106, 107, 
419, 420 

framing lumber, 397, 398 
furring per sq, 115, 428 
labor tables, 397-404 
base, 400 

coverings, 399, 421, 422, 
425, 427 

doors and windows, 401 
floors, 403, 404, 421-423 
heavy work, 397, 398, 4lb- 
420 

interiors, 402 
per sq, 406 
porches, 399 

R. R. shops, 136-138, 162- 
169 

studs, 425 

lumber prices, 261, 456 
nails, 413, and Hardware 
Chap. 

rafters, 412, 425-427 
R. R. shop roofs, 409, 410 
siding, 117, 122, 399 
square quantities, 408, 409 
stairs, 405 
store fronts, 405 
studs, 116-118 
trusses, 207-211, 398 
walls, per sq, 117, 118, 120- 
122, 412, 424 

and rafter covering, 425, 
426 

warehouse work, 409 




















t 








































































































































































































































































. 














































* 
























f 





































I* 

* 





























































































































' 

























































. 

- 

' 








l •« 


. 




















. 


























. 













































































































































LIBRARY OF CONGRESS 



' }( t 4 ( 


0 040 055 232 0 


vvi V :' V .\ k 


;; ;*< * O . r 'i . I l. • I ; 

■ ,J 4 • .... : *■. f 7 


Vj ‘ V 1 - S ' »,** 


4 ’ ,» • i 


it.KMuU*tVr>v 


i jyv f i 


•-» W* ?•/ 7 < y < 

C'VV ‘ ' < > 

:Vi . V : ' 'I j V * S f « v ' ‘ I 


,v Alfewi ' kk'Wri? '’i • ■ '■ 7 : 1 ?'M : ' 

■ : ; ■ ■ . '■ 

«i if»• i’V.r, '•? < 3 ■ • ■/ v , » / V » ! >? I ’ .i ■ ■ • • I , * I 


/ .«• ) V’S 


. '• .i 




■! \ - * v v 

r .< iP-wl 


-?m,v- 7 V 7 : r;•'* v r ;/:■/;>• • \ fry. ■■ c 

; •' ■ Y • 7 .‘ 1 ■ ■ !? V ! I UV ,■ •'' '•.» .!/- •< t};i ■•; •; j ';*!* ) > V , 41 r 

, V.iV'V:i .».•_/ • / ;',!W.M r Hiri r<'«/!,'/ Vj'J/ /f ? '*s,*7-/ ?,; V 





